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R2018-216 2018-11-12 RESOLUTION NO. R2018-216 A Resolution of the City Council of the City of Pearland, Texas, amending a contract for construction materials testing services with Rabba Kistner Consultants, in the additional amount of $24,996.50, associated with the Corrigan Ditch Sub-Basin of Mary's Creek Project,. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section 1. That the City previously awarded a contract to Rabba Kistner Consultants for construction materials testing services. Section 2. That the City Council hereby amends a contract with Rabba Kistner Consultants, in the additional amount of$24,996.50. Section 3. The City Manager or his designee is hereby authorized to execute a contract amendment for construction materials testing services. PASSED, APPROVED and ADOPTED this the 12th day of November, A.D., 2018. P&L/ TOM REID MAYOR ATTEST: NG 14. '/) Lo , T C =� /041\ Y SE, TARP ' I I I IN`s``` APPROVED AS TO FORM: eofi— DARRIN M. CO<ER CITY ATTORNEY Resolution No. R201 7-21 6 Exhibit °"A„ Project Manual for: MAX ROAD (CR 108) City of Pearland, TX VOLUME 1 OF 2 e Y M1 ePEARLAND ' 1 E X AS I ' t - COP Project No.: TR1205 Bid No.: 0617-47 TxDOT Project No.: STP 2013 (687)MM TxDOT CSJ 0912-31-273 RPS Klotz Associates Project No. 0218.035.00 August 2017 Prepared By: RPS klotz associates ____ OF '41 1160 Dairy Ashford, Suite 500 ��P�� ,. T�gr4 Houston,Texas 77079 i*.•' �� *7 281.589.7257 % STEVEN W. PIKE 92961 rz ,//1'`FSS�EN4'�ri Project Manual for: MAX ROAD (CR 108) City of Pearland, TX • VOLUME 1 OF 2 pF PEARLANEY r- A S L . eST i sqt COP Project No.: TR1205 Bid No.: 0617-47 TxDOT Project No.: STP 2013 (687)MM TxDOT CSJ 0912-31-273 RPS Klotz Associates Project No. 0218.035.00 August 2017 Prepared By: R PS klotz associates 1160 Dairy Ashford, Suite 500 Houston,Texas 77079 281.589.7257 CITY OF PEARLAND ADDENDUM Section 00900 ADDENDUM NO. 1 Date:August 02,2017 PROJECT: Max Road Expansion BID NO.: 0617-47 BID DATE: August 17,2017 at 2:00pm FROM: Robert Settle,P.E. Project Manager RPS Klotz Associates To: Prospective Bidders and Interested Parties This addendum forms a part of the bidding documents and will be incorporated into the Contract Documents, as applicable. Insofar as the original Contract Documents, Specifications, and Drawings are inconsistent, this Addendum shall govern. Please acknowledge receipt of this Addendum on the Bid Proposal form, Section 00300 submitted to the City of Pearland. FAILURE TO ACKNOWLEDGE RECEIPT OF ADDENDA ON THE BID PROPOSAL FORM MAY BE CAUSE FOR DISQUALIFICATION. CONTRACT DOCUMENTS: 00100 Invitation to Bid-replaced in its entirety Bid number was corrected to 0617-47 00200 Instructions to Bidders-replaced in its entirety Section 16.3 was modified 00300 Bid Proposal-replaced in its entirety Bid number was corrected, contract time corrected to 304 calendar days,multiple bid item and quantity changes. 00500 Standard Form of Agreement-replaced in its entirety DBE goal now reads 7%,contract time corrected to 304 calendar days. . SPECIFICATIONS: The following City Standard Technical Specifications were replaced in entirety with most current version: • 01100 Summary of Work 2-22-12 00900-1 of 2 CITY OF PEARLAND ADDENDUM 01500 Temporary Facilities 01505 Mobilization 01580 Project Sign The following City Standard Technical Specifications were removed entirely: 01780 Computer Equipment 01790 Cash Allowance CONSTRUCTION DRAWINGS: Plan sheet 1-replaced in its entirety File was corrupt. Sheet 1 has been reinserted to plan sheet file Plan sheet 183 Sheet 183 was missing in plans. Sheet has been added. Plan Sheet 157-replaced in its entirety Sealed sheet has been added. OTHER Cross section file will be uploaded to EBid system. Appendix B has been removed in entirety. END OF ADDENDUM NO. 1 Robert Settle,P.E. Project Manager /ROBERT L. SETTLE., : • 85583 Q;zuo ,Ic-400653(VI 11 2-22-12 00900-2 of 2 CITY OF PEARLAND ADDENDUM Section 00900 ADDENDUM NO. 2 Date: August 10,2017 PROJECT: Max Road Expansion BID NO.: 0617-47 BID DATE: August 17,2017 at 2:00pm FROM: Robert Settle, P.E. Project Manager RPS Klotz Associates To: Prospective Bidders and Interested Parties This addendum forms a part of the bidding documents and will be incorporated into the Contract Documents, as applicable. Insofar as the original Contract Documents, Specifications, and Drawings are inconsistent, this Addendum shall govern. Please acknowledge receipt of this Addendum on the Bid Proposal form, Section 00300 submitted to the City of Pearland. FAILURE TO ACKNOWLEDGE RECEIPT OF ADDENDA ON THE BID PROPOSAL FORM MAY BE CAUSE FOR DISQUALIFICATION. CONTRACT DOCUMENTS: 00100 Invitation to Bid-Replaced in its entirety: Page 2 Paragraph 2 - Removed Page 4 Paragraph 2 & 3 - Revised 00200 Instructions to Bidders -Replaced in its entirety: Section 16.1 & 16.3 - Modified Section 16.2& 16.4 - Removed 00200A-T Instructions to Bidders Appendix-Replaced in its entirety: Added note at the end 00300 Bid Proposal Part B- Replaced in its entirety: Eliminated alternates and incorporated items into Base Bid Added Wide Flange Pavement Terminal Revised 18" RCP Quanitity 2-22-12 00900- 1 of 3 CITY OF PEARLAND ADDENDUM Removed Structural Excavation. Modified final paragraph 0310-T LGPPAward and Execution of Contract-Replaced in its entirety: Section 1.1 Modified 00500 Standard Form of Agreement- Replaced in its entirety: Revised Article 1 Paragraph 2 SPECIFICATIONS: The following TxDOT Special Specification was added: Item 3021 - Concrete Pavement Wide Flange Terminals The TxDOT Standard Technical Specification was removed entirely: Item 454 - Bridge Expansion Joint CONSTRUCTION DRAWINGS: Plan sheet 2- Replaced in its entirety: Removed SEJ (A) Plan sheet 12- Replaced in its entirety: Added WFPT Plan sheet 13 -Replaced in its entirety: Added "For Contractors Information Only" note to Structural Excavation Revised 18" Pipe Quantity Plan Sheet 182 -Replaced in its entirety: Added incidental note to TY A Joint Detail Plan Sheet 192- Replaced in its entirety: Added incidental note to TY A Joint Detail OTHER Pre-bid question and answer is attached. 2-22-12 00900-2 of 3 CITY OF PEARLAND ADDENDUM Sign in sheet is attached. Date has been changed for additional questions regarding plans or proposal documents must be submitted in writing through the e-bid system by 5:00 pm Friday, August 1 lth to ebids@pearlandtx.gov tt ":71 Q,F ADDENDUM NO. 2 00*,,, eti-c;i411— - * .....e.............. f Robert Settle P.E. 120BERi L.,SALE Project Manager 135583 4,41 Tift441.9410*:s‘.4e/47 2-22-12 00900-3 of 3 CITY OF PEARLAND ADDENDUM Section 00900 ADDENDUM NO.3 Date:August 15,2017 PROJECT: Max Road Expansion BID NO.: 0617-47 BID DATE: August 17, 2017 at 2:00pm FROM: Robert Settle, P.E. Project Manager RPS Klotz Associates To: Prospective Bidders and Interested Parties This addendum forms a part of the bidding documents and will be incorporated into the Contract Documents, as applicable. Insofar as the original Contract Documents, Specifications, and Drawings are inconsistent, this Addendum shall govern. Please acknowledge receipt of this Addendum on the Bid Proposal form, Section 00300 submitted to the City of Pearland. FAILURE TO ACKNOWLEDGE RECEIPT OF ADDENDA ON THE BED PROPOSAL FORIVI MAY BE CAUSE FOR DISOUALIFICATION. CONTRACT DOCUMENTS: 00300 Bid Proposal Part B- Replaced in its entirety: Item and Quantity Changes shown in Bold SPECIFICATIONS: None CONSTRUCTION DRAWINGS: None OTHER Question: The City of Pearland owned property where the new proposed pond will be located,could that land be used as a staging area for the contractor I • Answer: 2-22-12 00900- 1 of 2 CITY OF PEARLAND ADDENDUM That area can be used by the Contractor. However,the detention pond will take up most of the available footprint. The City owns the property west of Max Road from Hughes Ranch Road on the north,to Hickory Slough on the south. There is an existing access located at 2301 Max Road. Upon approved staging plan provided by the Contractor,the site will be available for staging through the duration of the project. Contractor will be required to maintain existing drainage patterns and restore the site to as good or better condition. END OF ADDENDUM NO. 3 40:,Robert Sett e, P.E. *e R Project Manager i�'{{ ��• 't,. �f0fiifaMef�9`iTtse»�) �P9 i y�tC� ,�,[: �l� A1YiP� ai `lg.4 8 ai spa 1417 2-22-J2 00900-2 of 2 CITY OF PEARLAND Project No. TR1205 TABLE OF CONTENTS Document 00010-T TABLE OF CONTENTS VOLUME 1 Doc Page No. Document Title No. INTRODUCTORY INFORMATION 00010-T TxDOT Table of Contents....(ADDENDUM#1) 1-6 00015 List of Drawings 7-10 BIDDING REQUIREMENTS 00100 Invitation to Bid- (ADDENDUM#2) 11-14 00110-T LGPP Abbreviations &Definitions Supplement 15-26 00200 Instructions to Bidders- (ADDENDUM#2) 27-34 00200A-T Instructions to Bidders Appendix: LGPP Bid Checklist- (ADDENDUM#2) 35-36 00210-T LGPP Supplement to Instructions to Bidders 37-39 00300 Bid Proposal- (ADDENDUM#3) 40-47B 00310-T LGPP Award and Execution of the Contract—(ADDENDUM#2) 48-50 00456 Bidder's Certificate of Compliance with Buy America Program 51 00457 Conflict of Interest Questionnaire 52-53 CONTRACTING REQUIREMENTS AGREEMENT 00500 Standard Form of Agreement—(ADDENDUM#2) 54-60 00500A Standard Form of Agreement Appendix: Title VI Assurances 61-62 00550 Ethics Certification Form 1295 63 BONDS AND CERTIFICATES 00610 Performance Bond 64-65 00611 Payment Bond 66-67 00612 One-Year Maintenance Bond 68-69 00615 Partial Waiver of Lien and Payment Affidavit 70 GENERAL CONDITIONS 00700 General Conditions of Agreement 71-111 Attachment No. 1 —Worker's Compensation Insurance Coverage 112-114 Attachment No. 2—Agreement for Final Payment and Contractor's Sworn Release 115-118 00010-T-1 -A 1 CITY OF PEARLAND Project No. TR1205 TABLE OF CONTENTS Attachment No. 3 —Owner's Insurance Requirements of Contractor 119-128 00770-T LGPP General Conditions & Scope of Work 129-129C 00780-T LGPP General Conditions &Control of Work 130-134 00790-T LGPP Control of Materials 135-139 00791-T LGPP Legal-Relations.&Responsibilities 140-144E SUPPLEMENTARY CONDITIONS 00800 Special Conditions of Agreement 145-146 00811-T Wage Rates 147-147C 00850-T TxDOT LGPP Requirements 148-204 • FHWA-1273 Required Contract Provisions • Bidder Certification • Buy America Provision • Buy America—Material Statement • Child Support Statement • Child Support Certification • Child Support Business Ownership Form • Contractor Acknowledgement of Stormwater Mgmt Program • Contractor's Assurance • Debarment Certification • Differing Site Conditions • Disadvantaged Business Enterprises (DBE)Provisions • Disadvantaged Business Requirements • DBE Commitment Agreement Form • DBE Material & Supplier Commitment Agreement Form • DBE Substitution Request Form • DBE Commercially Useful Function Project Site Review • DBE Trucking Credit Worksheet • DBE Good Faith Effort—Prime Contractor • DBE Monthly Progress Report • DBE/SBE Prompt Payment Certification • DBE Prime Contractor Payment to Non-DBE Subcontractors • DBE Final Report • Equipment Rental Rates • Lobbying Certification Forms • Non-Collusion Statement • Affidavit • Payroll Verification Information • Prison Produced Materials Provision • Railroad Insurance Provision(when work is in Railroad ROW) • SBE Monthly Progress Report • TxDOT Certificate of Insurance—Form 1560 00010-T-2-A 2 CITY OF PEARLAND Project No. TR1205 TABLE OF CONTENTS 2014 TxDOT SPECIAL PROVISIONS SP000-001L Schedule of Liquidated Damages 205 SP000-002L Nondiscrimination 206-207 SP000-003L Certification of Nondiscrimination in Employment 208 SP000-004L Notice of Requirement for Affirmative Action to Ensure Equal Employment Opportunity(Executive Order 11246) 209-212 SP000-005L Standard Federal Equal Employment Opportunity Construction Contract Specifications 213-216 SP000-006 On-The-Job Training Program 217 SP000-007L Disadvantaged Business Enterprise in Federal Aid Contracts 218-225 SP000-010 Important Notice to Contractors 226 SP000-241 Cargo Preference Act Requirements in Federal Aid Contracts 227 SP000-249 Certificate of Interested Parties (Form 1295) 228 SP002-009 Instructions to Bidders 229 SP003-005 Award and Execution of Contract 230 SP006-001 Control of Materials 231-233 SP007-001L Legal Relations and Responsibilities 234-235 SP007-003 Legal Relations and Responsibilities 236 SP007-004 Legal Relations and Responsibilities 237-238 SP132-001 Embankment 239 SP192-001 Landscape Planting 240 SP300-009 Asphalt Oil &Emissions 241 SP421-002 Hydraulic Cement Concrete 242-244 SP506-003 Temporary Erosion, Sedimentation, and Environmental Controls 245-246 2014 TxDOT SPECIAL SPECIFICATIONS Item 1006 Landscape Soil Amendment 247 Item 3021 Concrete Pavement Wide Flange Terminals—(ADDENDUM#2) 248-249 Item 5013 Steel Fence 250 Item 6001 Portable Changeable Message Sign 251-252 Item 6002 Video Imaging Vehicle Detection System 253-260 Item 6058 Battery Back-Up System for Signal Cabinets 261-267 Item 7049 Water Mains 268-319 CITY OF PEARLAND GENERAL NOTES 320 2014 TxDOT GENERAL NOTES 321-354 DIVISION 1 —GENERAL REQUIREMENTS 01040-T LGPP Electrical Requirements 355-356 01050-T LGPP Control of Materials 357-359 00010-T-3 -A 3 CITY OF PEARLAND Project No. TR1205 TABLE OF CONTENTS 01100 Summary of Work—(Addendum#1) 360-361 01140 Contractor's Use of Premises 362-365 01200 Measurement and Payment Procedures 366-368 01290 Change Order Procedures 369-372 01310 Coordination and Meetings 373-375 01350 Submittals 376-382 01380 Construction Photographs 383-385 01420 Referenced Standards 386-390 01430 Contractor's Quality Control 391-392 01440 Observation Services 393 01450 Testing Laboratory Services 394-396 01500 Temporary Facilities and Controls—(ADDENDUM#1) 397-406 01505 Mobilization—(ADDENDUM#1) 407-408 01555 Traffic Control and Regulation 409-412 01561 Reinforced Filter Fabric Barrier 413-415 01562 Waste Material Disposal 416-418 01564 Control of Ground Water and Surface Water 419-426 01565 TPDES Requirements 427-511 01566 Source Controls for Erosion and Sedimentation 512-516 01570 Trench Safety System 517-521 01580 Project Identification Signs—(ADDENDUM#1) 522-526 01600 Material and Equipment 527-529 01630 Product Options and Substitutions 530-532 01720 Field Surveying 533-534 01730 Cutting and Patching 535-537 01750 Starting Systems 538-539 01760 Project Record Documents 540-541 01770 Contract Closeout 542-543 TXDOT 2014 STANDARD SPECIFICATIONS ITEM 100 PREPARING RIGHT OF WAY 544 ITEM 104 REMOVING CONCRETE 545 ITEM 105 REMOVING STABILIZED BASE AND ASPHALT PAVEMENT 546 ITEM 110 EXCAVATION 547-548 ITEM 132 EMBANKMENT 549-552 ITEM 160 TOPSOIL 553-554 ITEM 161 COMPOST 555-556 ITEM 162 SODDING FOR EROSION CONTROL 557-558 ITEM 164 SEEDING FOR EROSION CONTROL 559-566 ITEM 166 FERTILIZER 567 ITEM 168 VEGETATIVE WATERING 568 ITEM 170 IRRIGATION SYSTEM 569-571 ITEM 192 LANDSCAPE PLANTING 572-576 ITEM 193 LANDSCAPE ESTABLISHMENT 577-578 00010-T-4 -A 4 CITY OF PEARLAND Project No. TR1205 TABLE OF CONTENTS ITEM 247 FLEXIBLE BASE 579-584 ITEM 260 LIME TREATMENT(ROAD-MIXED) 585-590 ITEM 292 ASPHALT TREATMENT (PLANT-MIXED) 591-698 ITEM 305 SALVAGING, HAULING, AND STOCKPILING RECLAIMABLE ASPHALT PAVEMENT 599 ITEM 310 PRIME COAT 600-601 ITEM 340 DENSE-GRADED HOT-MIX ASPHALT(SMALL QUANTITY) 602-617 ITEM 360 CONCRETE PAVEMENT 618-628 ITEM 400 EXCAVATION AND BACKFILL FOR STRUCTURES 629-637 ITEM 402 TRENCH EXCAVATION PROTECTION 638 ITEM 416 DRILLED SHAFT FOUNDATIONS 639-645 ITEM 420 CONCRETE SUBSTRUCTURES 646-661 ITEM 421 HYDRAULIC CEMENT CONCRETE 662-677 ITEM 422 CONCRETE SUPERSTRUCTURES 678-693 ITEM 423 RETAINING WALLS 694-700 ITEM 424 PRECAST CONCRETE STRUCTURES (FABRICATION) 701-716 ITEM 425 PRECAST PRESTRESSED CONCRETE STRUCTURAL MEMBERS717-719 ITEM 432 RIPRAP 720-724 ITEM 434 BRIDGE BEARINGS 725-733 ITEM 438 CLEANING AND SEALING JOINTS 734-735 ITEM 440 REINFORCEMENT FOR CONCRETE 736-743 ITEM 450 RAILING 744-747 ITEM 462 CONCRETE BOX CULVERTS AND DRAINS 748-751 ITEM 464 REINFORCED CONCRETE PIPE 752-756 ITEM 465 JUNCTION BOXES,MANHOLES AND INLETS 757-760 ITEM 466 HEADWALLS AND WINGWALLS 761-762 ITEM 467 SAFETY END TREATMENT 763-765 ITEM 496 REMOVING STRUCTURES 766-767 ITEM 500 MOBILIZATION 768-770 ITEM 502 BARRICADES, SIGNS, AND TRAFFIC HANDLING 771-772 ITEM 504 FIELD OFFICE AND LABORATORY 773-774 ITEM 506 TEMPORARY EROSION, SEDIMENTATION, AND ENVIRONMENTAL CONTROLS 775-786 ITEM 508 CONSTRUCTING DETOURS 787-788 ITEM 529 CONCRETE CURB, GUTTER,AND COMBINED CURB AND GUTTER 789-790 ITEM 530 INTERSECTIONS, DRIVEWAYS,AND TURNOUTS 791-792 ITEM 531 SIDEWALKS 793-794 ITEM 540 METAL BEAM GUARD FENCE 795-798 ITEM 542 REMOVING METAL BEAM GUARD FENCE 799 ITEM 544 GUARDRAIL END TREATMENTS 800 ITEM 550 CHAIN LINK FENCE 801-805 ITEM 556 PIPE UNDERDRAINS 806-808 ITEM 560 MAILBOX ASSEMBLIES 809 ITEM 618 CONDUIT 810-811 ITEM 620 ELECTRICAL CONDUCTORS 812-813 00010-T-5 -A 5 CITY OF PEARLAND Project No. TR1205 TABLE OF CONTENTS ITEM 621 TRAY CABLE 814 ITEM 622 DUCT CABLE 815-816 ITEM 624 GROUND BOXES 817-818 ITEM 628 ELECTRICAL SERVICES 819-820 ITEM 636 SIGNS 821-823 ITEM 644 SMALL ROADSIDE SIGN ASSEMBLIES 824-826 ITEM 662 WORK ZONE PAVEMENT MARKINGS 827-829 ITEM 666 REFLECTORIZED PAVEMENT MARKINGS 830-835 ITEM 668 PREFABRICATED PAVEMENT MARKINGS 836-837 ITEM 672 RAISED PAVEMENT MARKERS 838-841 ITEM 680 HIGHWAY TRAFFIC SIGNALS 842-844 ITEM 682 VEHICLE AND PEDESTRIAN SIGNAL HEADS 845-846 ITEM 684 TRAFFIC SIGNAL CABLES 847-849 ITEM 686 TRAFFIC SIGNAL POLE ASSEMBLIES (STEEL) 850-852 ITEM 687 PEDESTAL POLE ASSEMBLIES 853-854 ITEM 688 PEDESTRIAN DETECTORS AND VEHICLE LOOP DETECTORS 855-857 CERTIFICATIONS RIGHT-OF-WAY CERTIFICATION 858 RELOCATION ADVISORY ASSISTANCE CERTIFICATION 859 RIGHT-OF-WAY ENCROACHMENT CERIFICATION 860 UTILITY CLEARANCE CERTIFICATION 861 VOLUME 2 APPENDIX A GEOTECHNICAL REPORT 862-1052 END OF DOCUMENT 00010-T-6 -A 6 CITY OF PEARLAND Project No. TR1205 LIST OF DRAWINGS • 1 TITLE SHEET 2 INDEX SHEET , 3 - 5 PROJECT LAYOUTS 6 - 9 TYPICAL SECTIONS , 10 TRAFFIC CONTROL PLAN SUMMARY 11 REMOVAL SUMMARY 12 ROADWAY SUMMARY 13 DRAINAGE SUMMARY 14 SMALL SIGN SUMMARY 15 PAVEMENT MARKING SUMMARY 16 SWPPP SUMMARY 17 ILLUMINATION, LANDSCAPE& IRRIGATION SUMMARY 18, 18A-18P GENERAL NOTES 19 TRAFFIC CONTROL PLAN NARRATIVE 20 TRAFFIC CONTROL PLAN ADVANCE WARNING SIGNS 21 - 23 TRAFFIC CONTROL PLAN PHASING LAYOUTS 24 - 30 TRAFFIC CONTROL PLAN TYPICAL SECTIONS 31 - 32 TRAFFIC CONTROL PLAN PHASE I 33 - 35 TRAFFIC CONTROL PLAN PHASE II 36 - 38 TRAFFIC CONTROL PLAN PHASE III 39 - 41 TRAFFIC CONTROL PLAN PHASE IV 42 - 46 TRAFFIC CONTROL PLAN PHASE V 47 - 58 BC-14 . 59 TCPTC 3050-96 60 - 61 LPCB-13 62 - .66 SURVEY CONTROL MAPS • 67 - 69 REMOVAL PLANS 70 HORIZONTAL ALIGNMENT DATA 71 - 82 ROADWAY PLAN & PROFILE 83 INTERSECTION PLAN & PROFILE AVALON MANOR 84 INTERSECTION PLAN &PROFILE HUGHES RANCH 85 INTERSECTION PLAN & PROFILE CUL-DE-SAC 86 DRIVEWAY DETAILS 87 BED-11 88 STANDARD DETAILS, PAVING(COP-PAV2) 89 GF(31)-11 90 GF(31)DAT-11 91 GF(31)MS-11 92 . GF(31)TR-13 93 JS-94 94 - 96 STANDARD DETAILS, MISCELLANEOUS (COP-MIS1 THRU COP-MISS) 97 SGT(7)31-11 98 SGT(8)31-11 99 - 100 JRCP (HOU DIST) 101 - 103 WFPT(HOU DIST) 7 CITY OF PEARLAND Project No. TR1205 LIST OF DRAWINGS • 104 - . 105 CPJ (HOU DIST) 106 CSBE-RW(HOU DIST) 107 CSBE(HOU DIST) 108 - 109 DD(HOU DIST) 110 - 113 MB-14(1) 114 - 116 MB-14(2) 117 - 120 PED-12A 121 RETAINING WALL PLAN & PROFILE WALL A 122 RETAINING WALL PLAN & PROFILE WALL B, C, D&E 123 MSRW-CSB (HOU DIST) 124 RW(TRF) 125 INTERNAL DRAINAGE AREA MAP • 126 - 137 STORM SEWER PLAN& PROFILE 138 - 141 STORM SEWER LATERAL PROFILES 142 RUNOFF COMPUTATIONS 143 - 145 INLET COMPUTATIONS 146 - 148 STORM SEWER COMPUTATIONS 149 POND LAYOUT 150 RIPRAP DETAILS 151 - 152 SETP-CD 153 - 154 SETB-PD 155 - 156 PB 157 PRM (MOD) • 158 HIL-C1 159 HIL-C1 (MOD) 160 PSL • 161 OD (HOU DIST) 162 OQ(HOU DIST) 163 - 166 BRAZORIA DRAINAGE DISTRICT#4 STANDARDS 167 - 168 E&BD 169 STANDARD DETAILS,STORM SEWER(COP-STM4) 170 SCP-5 171 DRAINAGE AREA MAP BRIDGE 172 HYDRAULIC DATA SHEET BRIDGE 173 BRIDGE LAYOUT MAX RD(NB) OVER HICKORY SLOUGH 174 ESTIMATED QUANTITY MAX ROAD (NB) OVER HICKORY SLOUGH 175 BRIDGE TCP PHASING LAYOUT 176 HL93 LOADING MAX RD (NB) OVER HICKORY SLOUGH 177 ABUTMENT 1 PLAN & ELEVATION MAX ROAD (NB) OVER HICKORY SLOUGH 178 ABUTMENT 2 PLAN & ELEVATION MAX ROAD (NB) OVER HICKORY SLOUGH 179 ABUTMENT DETAILS MAX ROAD(NB) OVER HICKORY SLOUGH . 180 FRAMING PLAN MAX ROAD(NB.) OVER HICKORY SLOUGH 181 SLAB.PLAN MAX ROAD(NB)OVER HICKORY SLOUGH 182 SLAB DETAILS MAX ROAD (NB) OVER HICKORY SLOUGH 183 PRESTRESSED CONCRETE BOX BEAM DESIGNS(NON-STANDARD SPANS) • 8 CITY OF PEARLAND Project No. TR1205 LIST OF DRAWINGS 184 'BRIDGE LAYOUT MAX RD (SB) OVER HICKORY SLOUGH 185 ESTIMATED QUANTITY MAX ROAD (SB)OVER HICKORY SLOUGH 186 HL93 LOADING MAX RD(SB)OVER HICKORY SLOUGH 187 ABUTMENT 1 PLAN & ELEVATION MAX ROAD (SB) OVER HICKORY SLOUGH 188 ABUTMENT 2 PLAN &ELEVATION MAX ROAD (SB) OVER HICKORY SLOUGH 189 ABUTMENT DETAILS MAX ROAD (SB) OVER HICKORY SLOUGH 190 FRAMING PLAN MAX ROAD(SB) OVER HICKORY SLOUGH 191 SLAB PLAN MAX ROAD (SB)OVER HICKORY SLOUGH 192 SLAB DETAILS MAX ROAD (SB)OVER HICKORY SLOUGH 193 PRESTRESSED CONCRETE BOX BEAM DESIGNS (NON-STANDARD SPANS) 194 - 196 BORING LAYOUT 197 - 204 BORING LOGS 205 BAS-C(HOU DIST) 206 - 208 BB-B20 209 BBEB 210 BBRAS(MOD) 210A - 210B BRSM 211 BS-EJCP 212 CRR 213 CSAB 214 - 215 FD 216 - 218 T223 219 - 221 C223 222 223 TYPE PR3 224 - 225 PR3-HD 226 - 227 SEJ-A 228 - 233 SIGNING AND PAVEMENT MARKING 234 SUMMARY OF TRAFFIC SIGNAL QUANTITIES 235 TRAFFIC SIGNAL GENERAL NOTES AND EQUIPMENT LIST 236 PROPOSED LAYOUT HUGHES RANCH 237 TRAFFIC SIGNAL DETAILS HUGHES RANCH 238 SIGN DETAILS HUGHES RANCH 239 D &OM(1)-10 240 . D&OM(5)-04 241 . D&OM(VIA)-04 242 PM(1)-12 243 PM(2)-12 244 PM(3)-12 245 SMD(2-1)-08 • 246 SMD(GEN)-08 247 SM D(SLI P-1)-08 248 SMD(SLIP-2)-08 249 SMD(SLIP-3)-08 250 TSR(4)-13 251 - 252 SMA-100(1)-12 9 CITY OF PEARLAND Project No. TR1205 LIST OF DRAWINGS 253 MA-C-12 254 MA-D-12 255 TS-FD-12 256 LUM-A-12 257 CFA-12 258 SD/SCFD (HOU DIST) 259 - 266 ED-(14) 267 CD/PM (APS) PS 268 RFBA(13) 269 OSNS/MD (HOU DIST) 270 VC_MD (HOU DIST)' 270A - . 270D CITY OF PEARLAND STANDARD DETAILS TRAFFIC SIGNAL(ALTERNATE BID) 271 - 273 EXISTING UTILITIES 274 - 281 PROPOSED UTILITY LAYOUTS 282 - 284 STORM WATER POLLUTION PREVENTION PLAN 285 EC(1)-09 286 EC(2)-93 287 EC(3)-93 288 EC(6)-93 289 SW3P(HOU DIST) 290 - 293 EPIC(HOU DIST) 294 ECL-12 (HOU DIST) 295 - 300 LANDSCAPE PLANTING 301 - 306 LANDSCAPE IRRIGATION 307 IRRIGATION LEGEND 308 - 310 IRRIGATION DETAILS 311 K-1 (HOU DIST(MOD) 312 - 315 K-4 (HOU DIST(MOD) 10 CITY OF PEARLAND INVITATION TO BID - Section 00100 INVITATION TO BID (LGPP) CITY OF PEARLAND, TEXAS Lowest Responsible Bidder Sealed Electronic Bids will be accepted for the following project, in the City's E-bid System. Electronic bids shall be submitted through the City's web site at: https://pearland.ionwave.net/Login.aspx. All interested Bidders are required to register as a "supplier" on the City's E-bid System at the above web address and clicking on "Supplier Registration". Registration provides automatic access to any changes to the Plans, Specifications or Bid time and date. However, submission of an E-bid requires completing a short registration questionnaire found on this web site. When prompted to add or remove commodity codes registrants must add the codes listed below: * Building Construction Services, New (Includes Maintenance and Repair Services) * Construction Services, General (Includes Maintenance and Repair Services) * Construction Services, Heavy(Includes Maintenance and Repair Services) * Construction Services, Trade(New Construction) For more information regarding registration instructions, see INSTRUCTIONS TO BIDDERS, Section 00200, included in the project bid documents viewable on the web site. Questions regarding electronic bidding should be directed to City Purchasing Officer at ebids@pearlandtx.gov. All Bids submitted electronically will remain confidential until the opening date and time when they will be opened and read into the public record. Bids shall be submitted on the form provided in the E-bid System and submitted electronically through this system to the City Purchasing Officer, City of Pearland, City Hall Annex located at 3523 Liberty Drive, Pearland, Texas 77581. Electronic bids will be accepted until 2:00 p.m., Thursday, August 17, 2017. All Bids shall reference the following project information in the appropriate locations in provided electronic format. All properly submitted bids shall be publicly "opened" and read aloud into the public record following the closing of the acceptance period for the construction of: Max Road (CR 108) City of Pearland, Texas CSJ NO. 0912-31-273 COP PN: TR1205 BID NO.: 0617-47 A mandatory pre-bid conference will be held at the City of Pearland City Hall Annex at 3523 Liberty Drive, Pearland, Texas 77581 at 10:00 a.m. on August 3, 2017. • The project will entail the construction of approximately 3,800 feet of four lane divided concrete curb and gutter street, including 120 feet of new bridge structures over Hickory Slough. Utility construction includes approximately 6,200 feet of concrete pipe, manholes, inlets and leads. 5-2015 00100- l of 4-A 11 CITY OF PEARLAND INVITATION TO BID Other work includes intersection signalization, retaining wall, sidewalk, street light conduit, storm drain detention, slope paving and other ancillary work. There is a race-conscious DBE Goal of seven (7%)percent for the project. Upon award of a contract, the successful Bidder will be required to utilize the City's web based project management software, "Pro-Trak" for the administration of the construction project, including but not limited to, all transmittals and material submittals, RFI's, RFC's, Change Orders, Applications for Payment and all project communications with the City, its Construction Manager and Engineer. This system has certain hardware, internet access and operation requirements that form the basis for all project communications, documentation and records for the project. For more information, see INSTRUCTIONS TO BIDDERS, Section 00200. Electronic Bid Documents: including Contract Documents, Plans and Technical Specifications are available for download on the City's Website at: https://pearland.ionwave.net/Login.aspx upon registration. The documents are NOT viewable without registration. These same documents are also available at the following locations. Amtek Plan Room (713) 956-0100 4001 Sherwood Houston, TX 77092 The Associated General Contractors of America, Inc. (713) 334-7100 2400 Augusta, Suite 350 Houston, TX 77057 Virtual Builders Exchange (832) 613-0201 7035 W. Tidwell Building J, Suite 112 Houston, TX 77092 McGrawHill Construction—Dodge Reports 1-800-393-6343 CivCast USA https://www.civcastusa.com No plan fees or deposits are required for plans and bid documents obtained through the City's E- bid System. BIDDERS MUST REGISTER AS A SUPPLIER ON THE CITY'S E-BID SYSTEM IN ORDER TO SUBMIT A BID EVEN IF BID DOCUMENTS ARE OBTAINED VIA ONE OF THE PLAN HOUSES. Bidders accept sole responsibility for, downloading all of the required documents, plans, specifications bid forms and addenda required for bidding. No bid may be withdrawn or terminated for a period of ninety (90) days subsequent to the bid opening date without the consent of the City of Pearland. Unless otherwise expressly provided herein, all references to "day(s)" shall mean calendar day(s). Bid Security and Bonds: Bid Security in the form of Cashier's Check, Certified Check, or Bid Bond payable to the City of Pearland in the amount of 5% of the total base bid price must 5-2015 00100-2of4-A 12 CITY OF PEARLAND INVITATION TO BID • accompany each proposal. Bidders submitting bids electronically through the E-bid System shall scan and up-load a copy of the sealed Bid Bond as an attachment to their bid. Original documents for Bid Security shall be requested by the City from the lowest two bidders and delivered to the City's Purchasing Officer within 48 business hours of the Bid Opening. Bid Security shall be delivered to: Office of City Purchasing, City Hall Annex, 3523 Liberty Drive, Pearland, Texas 77581. The successful Bidder must furnish Performance and Payment Bonds as required by 23 CFR 635.110 and Chapter 2253 of the Texas Government Code or other applicable law, as amended, upon the form included in the Contract Documents, in the amount of one hundred percent (100%) of the contract price, such bonds to be executed by a corporate surety duly authorized to do business in the State of Texas, and named in the current list of"Treasury Department Circular No. 570", naming the City of Pearland, Texas as Obligee. Additionally, the successful bidder shall be required to provide a one year Maintenance Bond for the improvements installed as part of this work, as provided in the Special Conditions of Agreement. The Bidder agrees to submit to the Owner the Qualifications of Bidder, including the Financial Statement of Bidder, if requested to do so. As required by the Instructions to Bidders and as a condition of Bid acceptability, the Contractor hereby agrees: • That the Prime Contractor, the entity named herein as the Bidder, will perform thirty percent (30%) or more of the work of the Contract and that this will be reflected in - monthly pay applications; • That the City, as Owner and Contract Administrator, retains the right to review and approve Contractor's and all Subcontractors' DBE Certifications and to reject any Bid or Subcontractor failing to meet these requirements; and • That the City, as Owner and Contract Administrator, retains the right to review and approve the Contractor's and all Subcontractors' qualifications to perform the Work of the Contract and to reject any Subcontractor not meeting the City's standards, as outlined in the General Conditions, or TxDOT's and FHWA qualifications for performing the Work. Equal Opportunity: All responsible bidders will receive consideration for award of contract without regard to race, color, religion, sex, or national origin. Nondiscrimination: The City, in accordance with Title VI of the Civil Rights Act of 1964, 78 Stat. 252, 42 U.S.C. 2000d to 2000d-4 and Title 49, Code of Federal Regulations, Department of Transportation, Subtitle A, Office of the Secretary, Part 21, Nondiscrimination in Federally- Assisted programs of the Department of Transportation issued pursuant to such Act, hereby notifies all bidders that it will affirmatively insure that in any contract entered into pursuant to this advertisement, minority business enterprises will be afforded full opportunity to submit bids in response to this invitation and will not be discriminated against on the grounds of race, color, or national origin in consideration for an award. 5-2015 00100-3of4-A 13 CITY OF PEARLAND INVITATION TO BID DBE/SBE Goal: The Disadvantaged Business Enterprise (DBE) goal for this project is 7.0%. The Small Business Enterprise (SBE) goal for this project is 0.0%. DBEs and SBEs selected must be Texas Unified Certification Program approved. Race neutral participation is encouraged and can be achieved through various supplier and subcontracting opportunities. Selection Criteria: The Contract is to be awarded on the basis of Lowest Responsible and Responsive Bidder. In identifying this criteria the City will consider: 1) Lowest Total Bid Amount for all work listed and specifically requested, including: Base Bid, Extra Work Items and Cash Allowances. A bid that has been "opened" may not be changed for the purposes of correcting an error in the bid price. Young Lorfing, TRMC City Secretary, City of Pearland First Publication date July 19, 2017 Second Publication date July 26, 2017 • 5-2015 00100-4of4-A 14 CITY OF PEARLAND Project No. TR1205 LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT Section 00110-T LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT Abbreviations and Definitions 1. APPLICABILITY Wherever the following terms are used in these specifications or other Contract documents,the intent and meaning will be interpreted as shown below. 2. ABBREVIATIONS AAR Association of American Railroads AASHTO American Association of State Highway and Transportation Officials ACI American Concrete Institute ACPA American Concrete Pipe Association AI Asphalt Institute AIA American Institute of Architects AISC American Institute of Steel Construction AISI American Iron and Steel Institute AITC American Institute of Timber Construction ALSC American Lumber Standard Committee,Inc. AMRL AASHTO Materials Reference Laboratory ANLA American Nursery and Landscape Association ANSI American National Standards Institute APA The Engineered Wood Association API American Petroleum Institute APWA American Public Works Association AREMA American Railway Engineering and Maintenance-of-Way Association ASBI American Segmental Bridge Institute ASCE American Society of Civil Engineers ASLA American Society of Landscape Architects ASME American Society of Mechanical Engineers ASNT American Society for Nondestructive Testing ASTM American Society for Testing and Materials AWC American Wood Council AWG American Wire Gage AWPA American Wood Protection Association AWPI American Wood Preservers Institute AWS American Welding Society AWWA American Water Works Association BMP Best Management Practices CFR Code of Federal Regulations CMP Corrugated Metal Pipe COE U.S.Army Corps of Engineers CRSI Concrete Reinforcing Steel Institute DBE Disadvantaged Business Enterprise DMS Departmental Material Specification EIA Electronic Industries Alliance EPA United States Environmental Protection Agency FHWA Federal Highway Administration,U.S.Department of Transportation FSS Federal Specifications and Standards(General Services 6-2017 00110-T 1 of 12 15 CITY OF PEARLAND Project No. TR1205 LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT Administration) GSA United States General Services Administration HUB Historically Underutilized Business ICEA Insulated Cable Engineers Association IEEE Institute of Electrical and Electronics Engineers IESNA Illuminating Engineering Society of North America IMSA International Municipal Signal Association ISO International Organization for Standardization ITS Intelligent Transportation System ITE Institute of Transportation Engineers LG Local Government LRFD Load and Resistance Factor Design MASH Manual for Assessing Safety Hardware MPL Material Producer List(TxDOT document) NCHRP National Cooperative Highway Research Program NCR Nonconformance Report(TxDOT form) NEC National Electrical Code(Published by NFPA) NEMA National Electrical Manufacturers Association NEPA National Environmental Policy Act NESC National Electrical Safety Code NFPA National Fire Protection Association NIST National Institute of Standards and Technology NRM Nonhazardous Recyclable Material NRMCA National Ready Mixed Concrete Association NSBA National Steel Bridge Alliance NTPEP National Transportation Product Evaluation Program OSHA Occupational Safety&Health Administration,U.S.Department of Labor PCA Portland Cement Association PCI Precast/Prestressed Concrete Institute PE Professional Engineer PPI Plastics Pipe Institute PS&E Plans, Specifications,and Estimates PSL Project-Specific Location PTI Post-Tension Institute QA Quality Assurance QC Quality Control RCP Reinforced Concrete Pipe RPLS Registered Public Land Surveyor RRC Railroad Commission of Texas SBE Small Business Enterprise SFPA Southern Forest Products Association SI International System of Units SPIB Southern Pine Inspection Bureau SSPC The Society for Protective Coatings TAC Texas Administrative Code TCEQ Texas Commission on Environmental Quality TDLR Texas Department of Licensing and Regulation TGC Texas Government Code TMUTCD Texas Manual on Uniform Traffic Control Devices TxDOT .Texas Department of Transportation UL Underwriters Laboratory,Inc. USC United States Code • WRI Wire Reinforcement Institute 6-2017 00110-T 2 of 12 16 CITY OF FEARLAND Project No. TR1205 LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT r WWPA Western Wood Products Association 3. DEFINITIONS 3.1. Abrasive Blasting. Spraying blasts of pressurized air combined with abrasive media. 3.2. Actual Cost.Contractor's actual cost to provide labor,material,equipment,and project overhead necessary for the work. 3.3. Addendum. Change in bid documents developed between advertising and bid submittal deadline. 3.4. Additive Alternate.A bid item contained in the bid documents that is not a regular item or a replacement alternate bid item.The additive alternate items include work that may be added to the base bid work. 3.5. Deductive Alternate. A bid item contained in the bid documents that is not a regular item or a replacement alternate bid item.The deductive alternate items include work that may be deducted from the base bid work. 3.6. Advertisement. The public announcement required by law inviting bids for work to be performed or materials to be furnished. 3.7. Affiliates.Two or more firms are affiliated if they share common officers,directors,or stockholders;a family member of an officer,director,or stockholder of one firm serves in a similar capacity in another of the firms;an individual who has an interest in,or controls a part of, one firm either directly or indirectly also has an interest in,or controls a part of,another of the firms;the fines are so closely connected or associated that one of the firms,either directly or indirectly,controls or has the power to control another firm; one firm controls or has the power to control another of the firms;or the firms are closely allied through an established course of dealings,including,but not limited to,the lending of financial assistance. 3.8. Air Blasting. Spraying blasts of pressurized air free of oil and moisture. 3.9. Air Temperature.The temperature measured in degrees Fahrenheit(°F)in the shade,not in the direct rays of the sun,and away from artificial heat. 3.10. Anticipated Profit.Profit for work not performed. 3.11. Apparent Low Bidder.The Bidder determined to have the numerically lowest total bid as a result of the tabulation of bids by the Owner. 3.12. Architect of Record.A person registered as an architect or licensed as a landscape architect,in accordance with State law,exercising overall responsibility for the design or a significant portion of the design and performs certain Contract administration responsibilities as described in the Contract;or a firm employed by the Owner to provide professional architectural services. 3.13. Arterial Highway.A highway used primarily for through traffic and usually on a continuous route. . 3.14. Notice of Award.The Owner's acceptance of a Contractor's bid for a proposed Contract that authorizes the Owner to enter into a Contract. 3.15. Base Bid. The total bid amount without additive alternates. 6-2017 00110-T 3 of 12 17 CITY OF PEARLAND Project No. TR1205 LGPP ABBREVIATIONS • AND DEFINITIONS SUPPLEMENT 3.16. Bid.The offer from the Bidder for performing the work described in the bid documents,submitted on the prescribed bid form,considering addenda issued and giving unit bid prices for performing the work described in the bid documents. 3.17. Bid Bond.The security executed by the Contractor and the Surety furnished to the Owner to guarantee payment of liquidated damages if the Contractor fails to enter into an awarded Contract. 3.18. Bid Documents.The complete set of documents necessary for a Bidder to submit a bid.The documents may include plans,specifications,special specifications,special provisions,addenda, and the prescribed form a Bidder is to submit as the Bid.Other terms used may include general conditions,proposal,instructions to bidders,and construction specifications. 3.19. Bid Error.A mathematical mistake made by a Bidder in the unit price entered into the bid documents. 3.20. Bid Form.The portion of the bid documents that a prospective Bidder must submit to the Owner for their bid to be considered. 3.21. Bidder.An individual,partnership,limited liability company,corporation,or joint venture submitting a bid for a proposed Contract. 3.22. Blast Cleaning.Using one of the blasting methods,including,but not limited to,water blasting, low-pressure wafer blasting,high-pressure water blasting,abrasive blasting,water-abrasive blasting,shot blasting, slurry blasting,water injected abrasive blasting, and brush blasting. 3.23. Bridge.A structure,including supports, erected over a depression or an obstruction(e.g.,water,a highway,or a railway)having a roadway or track for carrying traffic or other moving loads,and having an opening measured along the center of the roadway of more than 20 ft.between faces of abutments,spring lines of arches,or extreme ends of the openings for multiple box culverts. 3.24. Brush Blasting. Sweeping lightly with an abrasive blast to remove loose material. 3.25. Building Contract.A Contract entered under State law for the construction or maintenance of an Owner building or appurtenance facilities.Building Contracts are considered to be construction Contracts. 3.26. Certificate of Insurance.A form approved by the Owner covering insurance requirements stated in the Contract. 3.27. Change Order.Written order to the Contractor detailing changes to the specified work,item quantities or any other modification to the Contract. 3.28. Concrete Construction Joint.A joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set. 3.29. Concrete Repair Manual.TxDOT manual specifying methods and procedures for concrete repair as an extension of the standard specifications. 3.30. ConcreteWorks©.TxDOT-owned software for concrete heat analysis. Software is available on the TxDOT's website. 3.31. Construction Contract.A Contract entered under State law for the construction,reconstruction, or maintenance of a segment of the Owner's transportation system. 6-2017 00110-T 4 of12 18 CITY OF PEARLAND Project No. TR1205 LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT 3.32. Consultant.The licensed professional engineer or engineering firm,or the architect or architectural firm,registered in the State of Texas and under Contract to the Owner to perform professional services.The consultant may be the Engineer or architect of record or may provide services through and be subcontracted to the Engineer or architect of record. 3.33. Contract.The agreement between the Owner and the Contractor establishing the obligations of the parties for furnishing of materials and performance of the work prescribed in the Contract documents. 3.34. Contract Documents.Elements of the Contract,including,but not limited to,the plans, specifications incorporated by reference,special provisions,'special specifications, Contract bonds, change orders,addendums,and supplemental agreements. 3.35. Contract Time.The number of days specified for completion of the work,including authorized additional working days. 3.36. Contractor.The individual,partnership,limited liability company,corporation,or joint venture and all principals and representatives with which the Contract is made by the Owner. 3.37. Controlled Access Highway.Any highway to or from which access is denied or controlled,in whole or in part,from or to abutting land or intersecting streets,roads,highways,alleys,or other public or private ways. 3.38. Control of Access.The condition in which the right to access of owners or occupants of abutting land or other persons in connection with a highway is fully or partially controlled by public authority. 3.39. Control Point.An established point shown on the plans to provide vertical and horizontal references for geometric control for construction. 3.40. Cross-Sections. Graphic representations of the original ground and the proposed facility, at right angles to the centerline or base line. 3.41. Culvert.Any buried structure providing an opening under a roadway for drainage or other purposes.Culverts may also be classified as bridges. (See Section 1.3.23.,"Bridge.") 3.42. Cycle.The activity necessary for performing the specified work within the right of way project • limits once. 3.43. Daily Road-User Cost.Damages based on the estimated daily cost of inconvenience to the traveling public resulting from the work. 3.44. Date of Written Authorization.Date of the written Notice to Proceed authorizing the Contractor to begin work. 3.45. Debar(Debarment).Action taken by the Owner, State,or federal government pursuant to regulation that prohibits a person or company from entering into a Contract,or from participating as a subcontractor,or supplier of materials or-equipment used in a highway improvement Contract as defined in local,state,or federal law: 3.46. Detour.A temporary traffic route around a closed portion of a road. 6-2017 00110-1 5 of 12 19 CITY OF PEARLAND Project No. TR1205 LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT 3.47. Department.When used in the context of the party with whom the Contractor has a Construction Contract,Department refers to Owner.When used in other contexts such as technical specifications,refers to the Texas Department of Transportation. 3.48. Departmental Material Specifications.Reference specifications for various materials published by TxDOT's Construction Division with a DMS-XXXXX numbering system. 3.49. Direct Traffic Culvert.Concrete box culvert whose top slab is used as the final riding surface or is to have an overlay or other riding surface treatment. 3.50. Disadvantaged Business Enterprise.A small business certified through the Texas Unified • Certification Program in accordance with 49 CFR Part 26,that is at least 51%owned by one or more socially and economically disadvantaged individuals,or in the case of a publicly owned business,in which is at least 51%of the stock is owned by one or more socially and economically disadvantaged individuals,and whose management and daily business operations are controlled by one or more of the individuals who own it. 3.51. Divided Highway.A highway with separate roadways intended to move traffic in opposite directions. 3.52. Easement.A real property right acquired by one party to use land belonging to another party for a specified purpose. 3.53. Engineer.The Professional Engineer licensed in Texas who represents the interests of the Owner. 3.54. Entity.Political subdivision for which the project is designed and constructed.Either a Municipality(City)or a County or other entity organized under the authority of State of Texas statutes.May also be referred to as an Owner. 3.55. Expressway.A divided arterial highway for through traffic with full or partial control of access and generally with grade separations at intersections. 3.56. Family Member.A family member of an individual is the individual's parent,parent's spouse, step-parent,step-parent's spouse, sibling,sibling's spouse,spouse,child,child's spouse,spouse's child,spouse's child's spouse,grandchild,grandparent,uncle,uncle's spouse,aunt,aunt's spouse, first cousin,or first cousin's spouse. 3.57. Force Account.Payment for directed work based on the actual cost of labor,equipment,and materials furnished with markups for project overhead and profit. 3.58. Freeway.An expressway with full control of access. 3.59. Frontage Road.A local street or road auxiliary to and located along an arterial highway for service to abutting property and adjacent areas and for control of access(sometimes known as a service road,access road,or insulator road). 3.60. Hazardous Materials or Waste.Hazardous materials or waste include,but are not limited to, explosives,compressed gas,flammable liquids, flammable solids,combustible liquids,oxidizers, poisons,radioactive materials,corrosives,etiologic agents,and other material classified as hazardous by 40 CFR 261,or applicable state and federal regulations. 3.61. High-Pressure Water Blasting.Water blasting with pressures between 5,000 and 10,000 psi. 6-2017 00110-T 6 of 12 20 CITY OF PEARLAND Project No. TR1205 LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT 3.62. Highway,Street,or Road.General terms denoting a public way for purposes of vehicular travel, including the entire area within the right of way.Recommended usage in urban areas is highway or street;in rural areas,highway or road. 3.63. Historically Underutilized Business.A corporation, sole proprietorship,partnership,or joint venture formed for the purpose of making a profit certified by the Texas Comptroller of Public Accounts,and 51%owned by one or more persons who are economically disadvantaged because of their identification as members of certain groups,including African Americans,Hispanic Americans,Asian-Pacific Americans,Native Americans,or women,and have a proportionate interest and demonstrate active participation in the control,operation, and management of the business'affairs.Individuals meeting the HUB definition are required to be residents of the State of Texas.Businesses that do not have their primary headquarters in the State of Texas are not eligible for HUB certification. 3.64. Incentive/Disincentive Provisions.An adjustment to the Contract price of a predetermined amount for each day the work is completed ahead of or behind the specified milestone,phase,or Contract completion dates.The amount of the incentive/disincentive is determined based on estimated costs for engineering,traffic control,delays to the motorists, and other items involved in the Contract. 3.65. Independent Assurance Tests.Tests used to evaluate the sampling and testing techniques and equipment used in the acceptance program.The tests are performed by the Owner or the Owner's representative and are not used for acceptance purposes. 3.66. Inspector.The person assigned by the Owner to inspect any or all parts of the work and the materials used for compliance with the Contract. 3.67. Intelligent Transportation System.An integrated system that uses video and other electronic detection devices to monitor traffic flows. 3.68. Intersection.The general area where 2 or more highways, streets,or roads join or cross,including the roadway and roadside facilities for traffic movements within it. 3.69. Island.An area within a roadway from which vehicular traffic is intended to be excluded,together with any area at the approach occupied by protective deflecting or warning devices. 3.70. Joint Venture.Any combination of individuals,partnerships,limited liability companies,or corporations submitting a single bid form. 3.71. Lane Rental.A method to assess the Contractor daily or hourly rental fees for each lane, shoulder,or combination of lanes and shoulders taken out of service. 3.72. Letting.The receipt,opening,tabulation,and determination of the apparent low Bidder. 3.73. Letting Official.The Owner representative empowered by the Owner to officially receive bids and close the receipt of bids at a letting. 3.74. Licensed Professional Engineer.A person who has been duly licensed by the Texas Board of Professional Engineers to engage in the practice of engineering in the State of Texas;also referred to as a Professional Engineer. 3.75. Limits of Construction.An area with established boundaries,identified within the highway right of way and easements,where the Contractor is permitted to perform the work. 6-2017 00110-T 7 of 12 21 CITY OF PEARLAND Project No. TR1205 LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT 3.76. Local Street or Road.A street or road primarily for access to residence,business,or other abutting property. 3.77. Low-Pressure Water Blasting.Water blasting with pressures between 3,000 and 5,000 psi. 3.78. Major Item.An item of work included in the Contract that has a total cost equal to or greater than 5%of the original Contract or$100,000 whichever is less.A major item at the time of bid will remain a major item.An item not originally a major item does not become one through the course of the Contract. 3.79. Material Producer List.TxDOT-maintained:list of approved products.Referenced as "Department's MPL". 3.80. Materially Unbalanced Bid.A bid that generates a reasonable doubt that award to the Bidder submitting a mathematically unbalanced bid will result in the lowest ultimate cost to the Owner. 3.81. Mathematically Unbalanced Bid.A bid containing bid prices that do not reflect reasonable actual costs plus a reasonable proportionate share of the Bidder's anticipated profit,overhead costs,and other indirect costs. 3.82. Median.The portion of a divided highway separating the traffic lanes in opposite directions. 3.83. Milestone Date.The date that a specific portion of the work is to be completed,before the completion date for all work under the Contract. 3.84. Monolithic Concrete Placement.The placement of plastic concrete in such manner and sequence to prevent a construction joint. 3.85. National Holidays.January 1,the last Monday in May,July 4,the first Monday in September,the fourth Thursday'in November,and December 24 or December 25. 3.86. Nonhazardous Recyclable Material.A material recovered or diverted from the nonhazardous waste stream for the purposes of reuse or recycling in the manufacture of products that may otherwise be produced using raw or virgin materials. 3.87. Nonresident Bidder.A Bidder whose principal place of business is not in Texas.This includes a Bidder whose ultimate parent company or majority owner does not have its principal place of business in Texas. 3.88. Nonresponsive Bid.A bid that does not meet the criteria for acceptance contained in the bid documents. 3.89. Non-Site-Specific Contracts. Contracts in which a geographic region is specified for the work and for which work orders,with or without plans,further detail the limits and work to be performed. 3.90. Notice to Proceed,Written notification to the Contractor authorizing work to begin. 3.91. Notification.Either written or oral instruction to the Contractor concerning the work.Voice mail is oral notification. 3.92. Owner,Political subdivision for whom the project is designed and constructed.Either a Municipality(City),a County or other entity organized under the authority of State of Texas statutes.May also be referred to as an Entity. 6-2017 00110-T 8 of 12 22 CITY OF PEARLAND Project No. TR1205 LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT 3.93. Pavement. That part of the roadway having a constructed surface for the use of vehicular traffic. 3.94. Pavement Structure.Combination of surface course and base course placed on a subgrade to support the traffic load and distribute it to the roadbed. 3.94.1. Surface Course.Pavement structure layers designed to accommodate the traffic load.The top layer resists skidding,traffic abrasion,and the disintegrating effects of climate and is sometimes called the wearing course. 3.94.2. Base Course.One or more layers of specified material thickness placed on a subgrade to support a surface course. 3.94.3. Subgrade.The top surface of a roadbed upon which the pavement structure,shoulders,and curbs are constructed. 3.94.4. Subgrade Treatment.Modifying or stabilizing material in the subgrade. 3.95. Payment Bond.The security executed by the Contractor and the Surety,furnished to the Owner to guarantee payment of all legal debts of the Contractor pertaining to the Contract. 3.96. Performance Bond.The security executed by the Contractor and the Surety,furnished to the Owner to guarantee the completion of the work in accordance with the terms of the Contract. 3.97. Plans.The approved drawings,including true reproductions of the drawings that show the location,,character,dimensions, and details of the work and are a part of the Contract. 3.98. Power of Attorney for Surety Bonds.An instrument under corporate seal appointing an attorney-in-fact to act on behalf of a Surety in signing bonds. 3.99. Qualification.The process for determining a Contractor's eligibility to be awarded a construction contract 3.100. Prequalification.The process for determining a Contractor's eligibility to bid work. 3.101. Prequalification Statement.The forms on which required information is furnished concerning the Contractor's ability to perform and finance the work. 3.102. Prequalif ed Contractor. A contractor that is approved to bid on TxDOT contracts by satisfying their Prequalification Process. 3.103. Post Qualfication.The owner will determine if contractors are qualified to bid on the project after bids are open. The bid documents will identify the minimum requirements that contractor must meet to be qualified for the project.Unqualified contractors'bids will be considered non- responsive and not accepted. 3.104. Project-Specific Location.A material source,plant,waste site,parking area,storage area,field office, staging area,haul road,or other similar location either outside the project limits or within the project limits but not specifically addressed in the Contract. 3.105. Proposal Guaranty.The security furnished by the Bidder as a guarantee that the Bidder will enter into a Contract if awarded the work. 3.106. Quality Assurance. Sampling,testing, inspection,and other activities conducted by the Engineer to determine payment and make acceptance decisions. • 6-2017 00110-T 9 of 12 23 CITY OF PEARLAND Project No. TR 1205 LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT 3.107. Quality Control. Sampling,testing, and other process control activities conducted by the Contractor to monitor production and placement operations. 3.108. Ramp.A section of highway for the primary purpose of making connections with other highways. 3.109. Referee Tests.Tests requested to resolve differences between Contractor and Owner test results: The referee laboratory is the Owners. 3.110. Regular Item.A bid item contained in the bid documents and not designated as an additive alternate or replacement alternate bid item. 3.111. Rental Rate Blue Book for Construction Equipment.Publication containing equipment rental rates. 3.112. Replacement Alternate.A bid item identified on the bid documents that a Bidder may substitute fora specific regular item of work. 3.113. Responsive Bid.A bid that meets all requirements of the advertisement and the bid documents for acceptance. 3.114. Right of Way.A general term denoting land or property devoted to transportation purposes. 3.115. Roadbed. The graded portion of a highway prepared as foundation for the pavement structure and shoulders. On divided highways,the depressed median type and the raised median type highways are considered to have 2 roadbeds.Highways with a flush median are considered to have 1 roadbed.Frontage roads are considered separate roadbeds. 3.116. Road Master.A railroad maintenance official in charge of a division of railway. 3.117. Roadside.The areas between the outside edges of the shoulders and the right of way boundaries. Unpaved median areas between inside shoulders of divided highways and areas within interchanges are included. 3.118. Roadway.The portion of the highway(including shoulders)used by the traveling public. • 3.119. Sandblasting,Dry. Spraying blasts of pressurized air combined with sand. 3.120. Sandblasting,Wet. Spraying blasts of pressurized water combined with sand. 3.121. Shoulder.That portion of the roadway contiguous with the traffic lanes for accommodation of stopped vehicles for emergency use or for lateral support of base and surface courses. 3.122. Shot Blasting. Spraying blasts of pressurized air combined with metal shot. 3.123. Sidewalk.Portion of the right of way constructed exclusively for pedestrian use. 3.124. Slurry Blasting. Spraying blasts of pressurized air combined with a mixture of water and abrasive media. 3.125. Special Provisions.Additions or revisions to these standard specifications or special specifications. 6-2017 00110-T 10 of 12 24 CITY OF PEARLAND Project No. TR 1205 LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT 3.126. Special Specifications. Supplemental specifications applicable to the Contract not covered by these standard specifications. 3.127. Specifications.Directives or requirements issued or made pertaining to the method and manner of performing the work or to quantities and qualities of materials to be furnished under the Contract. References to DMSs,ASTM or AASHTO specifications,or TxDOT bulletins and manuals,imply the latest standard or tentative standard in effect on the date of the bid. The Owner will consider incorporation of subsequent changes to these documents in accordance with Item 4L,"Scope of Work." 3.128. Small Business Enterprise.A firm(including affiliates)whose annual gross receipts do not exceed the U.S. Small Business Administration's size standards for 4 consecutive years. 3.129. State.The State of Texas. 3.130. State Holiday.A holiday authorized by the State Legislature excluding optional state holidays and not listed in Section 1.3.85., "National Holidays."A list of state holidays can be found on the TxDOT's website. 3.131. Station.A unit of measurement consisting of 100 horizontal feet. 3.132. Subcontract. The agreement between the Contractor and subcontractor establishing the obligations of the parties for furnishing of materials and performance of the work prescribed in the Contract documents. 3.133. Subcontractor.An individual,partnership,limited liability company,corporation,or any combination thereof that the Contractor sublets,or proposes to sublet,any portion of a Contract, excluding a material supplier,a hauling firm hauling only from a commercial source to the project, truck owner-operator,wholly-owned subsidiary,or specialty-type businesses such as security companies and rental companies. 3.134. Subsidiary.Materials, labor,or other elements that because of their nature or quantity have not been identified as a separate item and are included within the items on which they necessarily depend. 3.135. Substructure.The part of the structure below the bridge seats,but not including bearings,drilled shafts,or piling.Parapets,back walls,wing walls of the abutments,and drainage structures are considered parts of the substructure. 3.136. Superintendent.The representative of the.Contractor who is available at all times and able to receive instructions from the Owner or authorized Owner representatives and to act for the Contractor. 3.137. Superstructure.The part of the structure above the bridge seats or above the springing lines of arches and including the bearings.Flatwork construction may be considered superstructure. 3.138. Supplemental Agreement. Written agreement entered into between the Contractor and the Owner and approved by the Surety,covering alterations and changes in the Contract.A supplemental agreement is used by the Owner whenever the modifications include assignment of the Contract from one party to another or other cases as desired by the Owner. 3.139. Surety.The corporate body or bodies authorized to do business in Texas bound with and for the Contractor for the faithful performance of the work covered by the Contract and for the payment for all labor and material supplied in the prosecution of the work. 6-2017 00110-T 11 of 12 25 CITY OFPEARLAND Project No. TR1205 LGPP ABBREVIATIONS AND DEFINITIONS SUPPLEMENT 3.140. Surplus Materials.Any debris or material related to the Contract but not incorporated into the work. 3.141. Suspension.Action taken by the Owner, State,or federal government pursuant to regulation that prohibits a person or company from entering into a Contract,or from participating as a subcontractor,or supplier of materials or equipment used in a contract 3.142. Tex—WC-X. TxDOT material test methods found on TxDOT's Construction Division Web Site. 3.143. Traffic Lane.The strip of roadway intended to accommodate the forward movement of a single line of vehicles. 3.144. Traveled Way.The portion of the roadway for the movement of vehicles,exclusive of shoulders and auxiliary lanes. 3.145. Truck Owner-Operator.An individual who owns and operates 1 truck for hire. 3.146. UT-Bridge.TxDOT-owned software for steel girder erection. Software is available on TxDOT's website. 3.147. UT-Lift.TxDOT-owned software for steel girder erection. Software is available on TxDOT's website. 3.148. Utility.Privately,publicly,or cooperatively owned lines,facilities, and systems for producing, transmitting,or distributing communications,power,heat,gas,oil,water,waste,or storm water that are not connected with the highway drainage,signal systems,or other products that directly or indirectly serve the public;the utility company. • 3.149. Verification Tests.Tests used to verify accuracy of QC and QA and mixture design testing. 3.150. Water-Abrasive Blasting. Spraying blasts of pressurized water combined with abrasive media. 3.151. Water Blasting. Spraying blasts of pressurized water of at least 3,000 psi. 3.152. Water-Injected Abrasive Blasting.Abrasive blasting with water injected into the abrasive/air stream at the'nozzle. 3.153. Wholly-Owned Subsidiary.A legal entity owned entirely by the Contractor or subcontractor. 3.154. Work.The furnishing of all labor,materials,equipment,and other incidentals necessary for the successful completion of the Contract. . 3.155. Written Notice. Written notice is considered to have been duly given if delivered in person to the individual or member to whom it is intended or if sent by regular,registered,or certified mail and delivered to the last known business address; sent by facsimile to the last known phone number;or sent by e-mail to the last known address.The date of the letter will serve as the beginning day of notice.Unclaimed mail or failure to provide current mailing address will not be considered a failure to provide written notice. 6-2017 00110-T 12 of 12 26 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS • Section 00200 INSTRUCTIONS TO BIDDERS 1. Defined Terms 1.1 The term "Owner" hereinafter is defined as the City of Pearland and is used interchangeably with the term"the City". Both terms are synonymous and refer to the City. 1.2 The term "Bidder" means one who submits a Bid Proposal directly to Owner, as distinct from a sub-bidder, who submits a bid to a Bidder. The term "Successful Bidder" means the lowest responsible Bidder to whom the Owner (on the basis of Owner's evaluation as hereinafter provided) makes an award. The term "Bid Documents" includes the Invitation to Bidders, Instructions to Bidders, the Bid Proposal, and the proposed Contract Documents (including all Addenda issued prior to receipts of bids). 1.3 The term"E-bid System"refers to the City's electronic bidding system. This is a web- based system that provides all Bid Documents electronically to potential Bidders and forms the pathway for interested Bidders to submit bids in response to advertisement and invitation. The term "e-bid" and/ or"electronic bid" means the Bidders' electronic response submitted on the electronic Bid Proposal to the Owner byway of the E-bid System. The terms "electronic bid" or "e-bid" are used inter-changeably to describe the above bid process to submit an authorized bid to the City in response to an Invitation to Bidders. 1.4 The term "Pro-Trak" means the City's web-based contract administration and construction records management system used by involved parties to administer the project. This system serves as the web accessed centralized information distribution hub for communications and document management, pay application processing and record retention for all project documentation. Operational instructions for this system-will be issued to the successful Bidder at the pre-Construction Meeting. 1.5 All other definitions set out in the Contract Documents are applicable to terms used in the Bidding Documents. 1.6 Unless otherwise expressly provided herein, all references to "day(s)" shall mean consecutive calendar day(s). • 2. Registration for E-bid System 2.1 The Owner's E-bid System is accessible via the City's web site at https://pearland.ionwave.net/Login.aspx. Bid documents can be viewed by simply selecting a specific project from the BID OPPORTUNITIES list and clicking on that project AFTER registration as a Supplier. Potential Bidders MUST REGISTER as a"Supplier"by clicking on the Supplier Registration button and completing the registration form. When prompted to add or remove commodity codes registrants must add the codes listed below: * Building Construction Services,New(Includes Maintenance and Repair Services) * Construction Services, General (Includes Maintenance and Repair Services) * Construction Services,Heavy(Includes Maintenance and Repair Services) * Construction Services, Trade(New Construction) 12-2014 00200--/1 of 8-A 27 CITY OF PEARLAND _ INSTRUCTIONS TO BIDDERS Select the appropriate Time Zone for the Bidder's location and whether that location observes Daylight Savings time. Complete the registration information providing all required contact information and establish password security for the E-bid System. Once complete, "suppliers" will receive emails notifying of bid opportunities. Downloading any project bid data will automatically place the bidder's contact information on the list of plan holders list and the E- bid System will automatically send any and all updates, changes or addenda associated with that project. 2.2 The electronic Bid Proposal can only be submitted through this system. The form can be printed for Bidder's use, but the Bid Proposal MUST be submitted on the electronic form within the E-bid System. 2.3 Questions regarding use of the E-bid System may be directed by email to: ebids@pearlandtx.gov. 3. Copies of Bidding Documents 3.1 Complete" sets of "electronic" Bidding Documents are available for download to registered Bidders at No Cost from the City's E-bid System at: www.cityofpearland.org/bids. Interested Bidders must register as a "Supplier" on this site in order to receive the Bid Documents, and all Addenda or other notifications of changes; including communications from the Owner or Engineer. All Bid Documents are available to download and print. 3.2 The Bidder accepts sole responsibility for ensuring that he obtains a full set of these documents by completing the registration and executing a full and complete download of the project documents. Downloading of Bid Documents automatically ensures receipt of any and all subsequent communications from the City or its Engineer. 3.2 Copies of Bidding Documents are available or may be viewed at any of the Plan Houses listed in the Invitation to Bidders. It is recommended that all interested Bidders, whether bidding directly to the Owner or.Sub-bidders bidding to a Bidder, register as a Supplier and download the project Bid Documents. 3.3 Complete sets of Bidding Documents must be used in preparing Bid Proposals;neither Owner nor Engineer assumes any responsibility for errors or misinterpretations resulting from the use of incomplete sets of Bidding Documents including, but not limited to all Addenda issued prior to bid. 3.4 Owner and Engineer, in making copies of Bidding Documents available on the above terms, do so only for the purpose of obtaining Bid Proposals on the Work, and do not confer a license or grant for any other use. 4. Qualifications of Bidders 4.1 In determining to whom to award a contract, the City of Pearland may consider, in addition to the other selection criteria identified in section 16 of these Instructions to Bidders, the following Qualifications of Bidder, and each Bidder must be prepared to submit within two (2) days of Owner's request any or all of such Qualifications requested: 1) A brief narrative of previous experience of the Bidder with projects of a similar nature and scope; 12-2014 00200-2 of 8-A 28 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 2) A list, including owner name and project location, of on-going projects and contracts for construction of projects of the Bidder which are not yet substantially complete; 3)A list of proposed subcontractors and suppliers for the project being bid; 4) A list of name, address and telephone number of references for projects completed by Bidder; and 5) A Financial Statement of Bidder, consisting of the balance sheet and annual income statement of Bidder for the Bidder's last fiscal year end preceding the submission of the Bid Proposal, which has been audited or examined by an independent certified public accountant. The Financial Statement of Bidder shall be used to determine a Bidder's net working capital, which is defined as current assets less current liabilities. A Bidder's net working capital shall be considered evidence of the Bidder's ability to provide sufficient financial management of the project being bid. The Bidder's Financial Statement shall be clearly and conspicuously marked as "confidential", and shall be deemed and treated as confidential and excepted from the Public Information disclosure requirements of Texas Government Code Section 552.001 et seq., as such information, if released, would give advantage to a competitor or bidder, and/or would cause substantial competitiye harm to Bidder. 5. Examination of Contract Documents and Site 5.1 It is the responsibility of each Bidder before submitting a Bid Proposal, to (a) examine the Bidding Documents thoroughly, (b) visit the.site to become familiar with local conditions { that may affect cost, progress, performance or furnishing of the Work, (c) consider federal, state and local laws and regulations that may affect cost, progress, performance or furnishing of the Work, (d) study and carefully correlate Bidder's observations with the Contract Documents, and (e) notify Engineer of all conflicts, errors, omissions or discrepancies in the Contract Documents, (f) to recognize and plan for use of the City's. "Pro-Trak" software to administer the construction process and perform the work of the project. 5.2 Any reports of explorations and tests of conditions at the site which have been utilized. by the Engineer in preparation of the Contract Documents will be made available to Bidders for review, but such reports are not part of the Contract Documents. Bidder may not and should not rely upon the accuracy of the data contained in such reports, interpretations or opinions contained therein, or the completeness thereof, for the purposes of bidding or construction. 5.3 Information and data reflected in the Contract Documents with respect to underground utilities, equipment or other underground facilities at or contiguous to the site is based upon information and data furnished to Owner and Engineer by owners of such underground facilities or others, and Owner does not assume responsibility for the accuracy or completeness thereof. 5.4 Before submitting a Bid Proposal, each Bidder will, at Bidder's own expense, make or. obtain any additional examinations, investigations, explorations, tests and studies and obtain any additional information and data which pertain to the physical conditions (surface, subsurface and underground facilities) at or contiguous to the site or otherwise which may affect cost, progress, performance or furnishing of the Work and which Bidder deems necessary to determine its Bid Proposal prices for performing and furnishing the Work in 12-2014 00200-3of8-A 29 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS accordance with the Contract Time, Contract Price and other terms and conditions of the Contract Documents. 5.5 On request in advance,,Owner will provide each prospective Bidder access to the site to conduct such explorations and tests as each prospective Bidder deems necessary for submission of a Bid Proposal. Prospective Bidders shall fill all holes, clean up and restore the site to its former condition upon completion of such explorations. 5.6 The lands upon which the Work is to be performed, rights-of-way and easements for access thereto and other lands designated for use by Contractor in performing the Work are identified in the Contract Documents. All additional lands, access thereto or contractual arrangements for use by the Contractor required for temporary construction facilities or storage of materials and equipment are to be provided by Contractor. Easements for permanent structures or permanent changes in existing structures are .to be obtained and paid for by Owner unless otherwise provided in the Contract Documents. 5.7 The submission of a Bid Proposal will constitute an incontrovertible representation by Bidder that Bidder has complied with every requirement of this Article 4, that without exception the Bid Proposal is premised upon performing and furnishing all of the Work required by the Contract Documents and such means, methods, techniques, sequences or procedures of construction as may be indicated in, required by or reasonably inferred from the Contract Documents, and that the Contract Documents are sufficient in scope and detail to indicate and convey understanding of all terms and conditions for performance and furnishing of the Work. 6. Interpretations and Addenda 6.1 , All questions"about the meaning or intent of the Contract Documents are to be directed to Engineer. Interpretations or clarifications considered necessary by Engineer in response to such questions will be issued by Addenda delivered or transmitted by electronic means to all registered Bidders in the City's E-bid System. Questions received less than five (5) days prior to the date for opening of Bid Proposals may not be answered. Only questions answered by formal written Addenda will be binding. Oral and other interpretations or clarifications will be without legal;effect. 6.2 Addenda may also be issued to modify the Bidding Documents as deemed advisable by Owner or Engineer. Addenda will automatically be made available to all registered Bidders that have downloaded Bid Documents from the City's E-bid System. 7. Bid Security 7.1 Each Bid Proposal must be accompanied by bid security made payable.to Owner in an amount of five percent (5%) of the Bidder's maximum Bid Proposal.price, in the form of a certified check, cashier's check or a Bid Bond("Bid Security"). 7.2 Bidders submitting bids through the E-bid System shall scan and up-load a copy of their Bid Security (sealed Bid Bond, Certified Check or Cashier's Check ) as an attachment to their electronic bid. Original documents for Bid Security shall be requested by the City from the lowest two bidders and delivered to the City's Purchasing Officer within 48 12-2014 00200-4 of 8-A 30 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS business hours of the Bid Opening. Bid Security shall be delivered to: Office of City Purchasing, City Hall Annex, 3523 Liberty Drive, Pearland, Texas 77581. 7.3 The Bid Security of the Successful Bidder will be retained until such time as Bidder has executed the Standard Form of Agreement, and furnished the required Performance and Payment Bonds, whereupon the. Bid Security of both bidders will be returned. If the Successful Bidder fails to execute and deliver the Standard Form of Agreement and furnish the required performance and payment bonds within ten (10) days after the Notice of Award, Owner may annul the Notice of Award and shall be entitled to make a claim against the Bid Security. The Bid Security of other Bidders will be retained until the Contract is awarded and the Standard Form of Agreement becomes effective, or all bids are rejected, whereupon Bid Security furnished by all such Bidders will be returned. 8. ,Contract Time 8.1 The number of days in which the Work is to be Substantially Completed, as set forth in the Bid Proposal form and the Standard Form of Agreement, subject to such extension of time as may be due under the terms and conditions of the Contract Documents ("Contract Time"). All references to "time" or"days" shall be interpreted as consecutive calendar days. 9. Liquidated Damages and Early Completion Bonus 9.1 Provisions for liquidated damages and early completion bonus, if any, are set forth in the Standard Form of Agreement. 10 Substitute or "Or-Equal" Items . 10.1 The Contract, if awarded, will be on the basis of the selected materials and equipment described in the Plans or specified in the Specifications without consideration of possible substitute or "or-equal" items. Whenever it is indicated in the Plans or specified in the Specifications that a substitute or "or-equal" item of material or equipment may be furnished or used by the Contractor if acceptable to Engineer, application for such acceptance will not be considered by Engineer until after the Agreement becomes effective. All "or-equal" references shall be interpreted to mean "or approved equal". The procedure for submission of any such application by Contractor and consideration by Engineer is set forth in the Contract Documents. 11. Bid Form 11.1 The Bid Proposal form (Section 00300 — Bid Proposal) is included with the Bidding Documents when downloaded. This Document must be,printed and signed, as required below, and then uploaded as an Attachment to the Bid. All E-bids must be submitted on the City's official E-bid System Bid Proposal document. All blanks on the Bid Proposal form must be completed or filled in. The Bidder shall bid all Alternates, if any. Incomplete Bid Proposals may be cause for rejection. 11.2 Bid Proposals by corporations must be executed in the corporate name by the president or a vice-president (or other corporate officer.accompanied be evidence of authority to sign) and the corporate seal must be affixed and attested by the secretary or an assistant secretary. 12-2014 00200-5of8-A 31 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS The corporate address and state of incorporation must be shown below the signature. Once executed the document is to be uploaded as an attachment to the Bid. 11.3 Bid Proposals by partnerships must be executed in the partnership name and signed by a general partner, whose title must appear under the signature, and if a corporate general partner, executed as required above for corporations and the official address of the partnership must be shown below the signature. All names must be typed or printed below the signature. Once executed the document is to be uploaded as an attachment to the Bid. 11.4 The Bidder shall acknowledge receipt of all Addenda (the number of which must be filled in on the Bid Proposal form). 11.6 The address and telephone number for communications regarding the Bid Proposal must be shown on the Bid Proposal form. 12. Submission of Bid Proposals 12.1 The place, date and/or time designated for opening Bid Proposals may be changed in accordance with applicable laws, codes and ordinances. Any such changes to the Bid Schedule shall be made by Addenda. 12.2 Electronic Bids shall be submitted per the requirements, instructions, terms and conditions as stated in the registration and submittal instructions of the City's E-bid System electronic bidding software. All Bidders utilizing this system MUST register as a potential supplier, (Bidder). E-Bids are submitted directly via the City's Web based system located at https://pearland.ionwave.net/Login.aspx. Bid Proposals submitted after the bid date and time will be rejected. 13. Modification and Withdrawal of Bid Proposals 13.1 Prior to submission, E-bid Bid Proposals 'may be modified or withdrawn without prejudice. 13.2 Once submitted, Bid Proposals may only be modified by an appropriate document duly executed (in the manner that a Bid Proposal must be executed).and delivered to Office of City Purchasing, City Hall Annex, 3523 Liberty Drive, Pearland, Texas 77581 and submitted any time prior to the opening of Bid Proposals. 13.3 A Bidder may not modify or withdraw its Bid Proposal by facsimile or verbal means. A withdrawn Bid Proposal may be resubmitted prior to the designated time for opening Bid Proposals. No bid may be withdrawn or terminated for a period of ninety (90) days subsequent to the'bid opening date without the consent of the City of Pearland. 13.4 If, within twenty-four (24) hours after Bid Proposals are opened, any Bidder files a duly signed, written notice with Owner and promptly thereafter demonstrates to the reasonable satisfaction of Owner that there was a material mistake in the preparation of its Bid Proposal, that Bidder may request to withdraw its Bid Proposal and the bid security may be returned or, at the discretion of the Owner, Owner may make a claim against the bid security. Thereafter, that Bidder will be disqualified from further bidding on the Project to be provided under the Contract Documents. 12-2014 00200-6 of 8 A 32 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 14. Opening of Bid Proposals 14.1 Bid Proposals will be opened and (unless obviously non-responsive) read aloud publicly. An abstract of the amounts of the base Bid Proposals and major alternates (if any) will be made available to Bidders after the opening of Bid Proposals. Bid Proposals, in their entirety, shall be open for public inspection after the contract is awarded, with the exception of any trade secrets or confidential information contained therein, provided Bidder has expressly identified any specific information contained therein as being trade secrets or confidential information. 15. Bid Proposals to Remain Subject to Acceptance 15.1 All Bid Proposals will remain subject to acceptance for ninety (90) days after the day of the Bid Proposal.opening, but Owner may, in its sole discretion, release any Bid Proposal and return the bid security prior to that date. 16. Award of Contract 16.1 Owner reserves the right to reject any and all Bid.Proposals,' to waive any and all informalities not involving price, time or changes in the Work with the Successful Bidder. Owner may reject a bid as non-responsive if: 1) Bidder fails to provide required Bid Security; 2) Bidder improperly or illegibly completes or fails to complete all information required by the Bidding Documents; 3) Bidder fails to sign the Bid Proposal or improperly signs the Bid Proposal; 4) Bidder qualifies its Bid Proposal; 5).Bidder tardily or otherwise improperly submits its Bid Proposal; 6) Bidder fails to submit the Qualifications of Bidder as required under section 4 of these Instructions to Bidders; or 7) Bid Proposal is otherwise non- responsive. Contracts are awarded on the basis of the following criteria: A) Lowest Responsible and Responsive Bidder 16.2 Not Used 16.3 Lowest Responsible and Responsive Bidder. In determining Lowest Responsible and Responsive Bidder, Owner will consider: Lowest Total Bid price for all work including Base Bid, Extra Work Items and Cash Allowances. Discrepancies in the multiplication of units of Work and unit prices will be resolved in favor of the unit prices. Discrepancies between the indicated sum of any column of figures and the correct sum thereof will be resolved in favor of the correct sum. A contract to be awarded to the Lowest Responsible and Responsive Bidder may be let on either a lump sum basis or a unit cost basis dependent on the Bid Proposal format. Acceptance of any and all bids may be conditioned on compliance with the requirement for attendance of the mandatory pre-bid meeting. 16.4 Not Used 16.5 Each Bidder agrees to waive any claim it has or may have against the Owner, the Professional/Engineer, and their respective employees, arising out of or in connection with the administration, evaluation, or recommendation of any bid. w orx ana unit pnces win oe resoivea in ravor or me unit pnces. Discrepancies oetween the 12-2014 00200-7 of 8-A 33 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 17. . Contract Security 17.1 When the Successful Bidder delivers the executed Standard Form of Agreement to Owner, it must be accompanied by the Performance, Payment, Maintenance and Surface Correction Bonds required by the Contract Documents. Bonds may be on the forms provided herein or an equal form containing no substantive changes, as determined by Owner. 18. Signing of Agreement 18.1 When Owner gives,a Notice of Award to the Successful Bidder, it will be accompanied by the required number of unsigned counterparts of the Standard Form of Agreement, and the required Performance and Payment Bond forms. Within ten (10) days thereafter Contractor shall sign and deliver the required number of counterparts of the Standard Form of Agreement to Owner with the required Bonds. Within ten (10) days thereafter, Owner shall deliver one fully signed counterpart to Contractor. There shall be no contract or agreement between Owner and the Successful Bidder until proper execution and attestation of the Standard Form of Agreement by authorized representatives of the Owner. 19. Pre-bid Conference 19.1 A pre-bid conference will be held as indicated in the Invitation to Bid. 20. Retainage 20.1 Provisions concerning retainage are set forth in the Contract Documents. END OF SECTION • 12-2014 00200-8of8-A 34 CITY OF PEARLAND Project No. TR1205 INSTRUCTIONS TO BIDDERS • APPENDIX: LGPP BID CHECKLIST Section 00200A-T INSTRUCTIONS TO BIDDERS APPENDIX: LGPP BID CHECKLIST Items checked below represent components, which comprise this Bid Package. If the item is not designated on the left side of the form by the City of Pearland, it is not applicable to this Bid. Bidders are asked to review the Package to ensure that all applicable parts have been included. It is the Bidder's responsibility to be thoroughly familiar with all Bid Requirements and Specifications. Bidder must check the right-hand column when task is completed. Include this form with the Bid Proposal Package. X 1.SECTION 00100 AND 00200—BID SECURITY This Bid Security in the amount of 5% of the bidder's maximum Bid Proposal price made payable to the City Of Pearland. X 2.SECTION 00300—BID PROPOSAL Must be completed and signed in ink. Failure to do so will cause Bid(s) to be rejected. X 3.SECTION 00850—NON-COLLUSION STATEMENT AND AFFIDAVIT Bidder must submit with Bid Package. X 4.SECTION 00850—DEBARMENT CERTIFICATION Bidder must submit with Bid Package. X 5.SECTION 00850—CHILD SUPPORT STATEMENT Bidder must submit with Bid Package. X 6.SECTION 00850-CERTIFICATION REGARDING LOBBYING Bidder must submit with Bid Package. X 7.SECTION 00850—STATEMENT FOR LOAN GUARANTEES AND INSURANCE Bidder must submit with Bid Package if applicable for the bidder on this project.. X 8.SECTION 00850—CONTRACTORS ACKNOWLEDGEMENT OF STORMWATER MANAGEMENT PROGRAM Bidder must submit with Bid Package. THE FOLLOWING ITEMS APPLY ONLY TO THE BIDDER WHO WILL BE ISSUED A NOTICE OF INTENT TO AWARD THE PROJECT. SUBMIT WITHIN 10 DAYS AFTER WRITTEN NOTIFICATION OF AWARD: INSURANCE REQUIREMENTS: • X 9. WORKERS'COMPENSATION 3-2016 00200A-T 1 of 2 35 CITY OF PEARLAND Project No. TR1205 INSTRUCTIONS TO BIDDERS APPENDIX: LGPP BID CHECKLIST Bidder must submit with Bid Package per Attachment 1. X 10.EMPLOYERS'LIABILITY INSURANCE Bidder must submit with Bid Package per Attachment 3 X 11.COMMERCIAL GENERAL LIABILITY INSURANCE Bidder must submit with Bid Package per Attachment 3 X 12.BUSINESS AUTOMOBILE LIABILITY INSURANCE Bidder must submit with Bid Package per Attachment 3 X 13.SECTION 00500 STANDARD FORM OF AGREEMENT This Agreement MUST be signed by an officer or authorized representative prior to the award of Bid. Contract is not binding until countersigned by the City of Pearland City Manager. X 14.SECTION 00610-PERFORMANCE BOND REQUIREMENTS Performance Bond in the amount of 100%of the contract price. X 15.SECTION 00611 -PAYMENT BOND REQUIREMENTS Payment Bond in the amount of 100%of the contract price. X 16.DBE COMMITMENT If awarded contract,DBE Commitment must be submitted,if applicable. X 17.TxDOT FORM 1560 If awarded contract,Form 1560 must be submitted,if applicable. Failure to complete all items in checklist will result in rejection of the bid, in accordance with Section 00210-T, item 6 "Nonresponsive Bid". • 3-2016 00200A-T 2 of 2 36 CITY OF PEARLAND Project No. TR1205 • LGPP SUPPLEMENT TO INSTRUCTIONS TO BIDDERS Section 00210-T LGPP SUPPLEMENT TO INSTRUCTIONS TO BIDDERS 1. ELIGIBILITY OF BIDDERS Bidders on this project must be prequalified though TxDOT.Refer to TxDOT's web site for prequalification requirements.Assure prequalification documents are submitted to TxDOT at least 14 days before bid opening. Comply with all technical prequalification requirements in the bid documents. 2. ISSUING BID DOCUMENTS The Owner will not issue bid documents if one or more of the following apply: • ,the Bidder is prohibited from rebidding a specific project due to a bid error on the original bid documents, ■ the Bidder failed to enter into a Contract on the original award, ® the Bidder was defaulted or terminated on the original Contract,unless the Owner terminated for convenience,or El the Bidder or a subsidiary or affiliate of the Bidder has received compensation from the Owner to participate in the preparation of the plans or specifications on which the bid or Contract is based. 3. INTERPRETING ESTIMATED QUANTITIES The quantities listed in the bid documents are approximate and will be used for the comparison of bids.Payments will be made for actual quantities of work performed in accordance with the Contract. 4. . EXAMINING DOCUMENTS AND WORK LOCATIONS Examine the bid documents and specified work locations before submitting a bid for the work. Submitting a bid will be considered evidence that the Bidder has performed this examination. Borings,soil profiles,water elevations,and underground utilities shown on the plans were obtained for the use of the Owner in the preparation of plans. This information is provided for the Bidder's information only and the Owner makes no representation as to the accuracy of the data. • Be aware of the difficulty of accurately classifying all material encountered in making foundation investigations,the possible erosion of stream channels and banks after survey data have been obtained,and the unreliability of water elevations other than for the date recorded. Oral explanations,instructions,or consideration for Contractor-proposed changes in the bid documents given during the bidding process are not binding. Only requirements included in the bid documents and Owner-issued addenda are binding.Request explanations of documents at least five(5)days prior to the bid opening. Immediately notify the Owner of any error,omission,or ambiguity discovered in any part of the bid documents. The Owner will issue addenda when appropriate. 6-2017 00210-T 1 of 3 37 CITY OF PEARLAND Project No. TR1205 LGPP SUPPLEMENT TO INSTRUCTIONS TO BIDDERS 5. PREPARING THE BID Prepare the bid form furnished by the Owner.Informational bid forms printed from the Owner's website will not be accepted. Specify a unit price in dollars and cents for each regular item,additive alternate item,deductive • alternate item or replacement alternate item for which an estimated quantity is given. When"Working Days"is an item,submit the number of working days to be used to complete the Contract or phases of the Contract. The Owner will not accept an incomplete bid.A bid that has one or more of the deficiencies listed below is considered incomplete: • the bid form was not signed, • all certifications were not acknowledged, • a regular item,additive alternate item or deductive alternate item is left blank, • a regular item and the corresponding replacement alternate item are left blank, • the bid form submitted had the incorrect number of items,or I all addenda were not acknowledged. 6. NONRESPONSIVE BID The Owner will not accept a nonresponsive bid.A bid that has one or more of the deficiencies listed below is considered nonresponsive: ■ The bid was not submitted at the time and location specified in this advertisement. ■ A bid was submitted for the same project by a Bidder or Bidders and one or more of its partners or affiliates. • The Bidder failed to acknowledge receipt of all addenda issued. I The bid form was signed by a person who was not authorized to bind the Bidder or Bidders. ® The bid guaranty did not comply with the requirements contained in this Item. ® The bid was in a form other than the official bid form issued by the Owner. • The Bidder modified the bid in a manner that altered the conditions or requirements for work as stated in the bid documents. • The Bidder bid more than the maximum or less than the minimum number of allowable working days when working days was an item. • The Bidder did not attend a specified mandatory pre-bid conference. • The Bidder did not meet the requirements of the technical qualification. N The Bidder did not include a signed State of Texas Child Support Business Ownership Form. • The bidder is not prequalified by TxDOT ® The bidder does not meet the Owner's qualification requirements. 7. TABULATING BIDS 7.1. Interpretation of Unit Prices.The Owner will make a documented determination of the unit bid price if a unit bid price is illegible or conflicting in the case of replacement alternate items.The Owner's determination will be final. 7.1.1. "Buy America."Comply with Buy America in accordance with Section 6.1.1..For a Bidder who proposes to use foreign steel or iron materials to be considered the apparent low Bidder,their total 6-2017 00210-T 2 of 3 38 CITY OF PEARLAND Project No. TR1205 LGPP SUPPLEMENT TO INSTRUCTIONS TO BIDDERS r bid must be at least 25%lower than the next lowest bid if that bid proposes to use domestic steel or iron materials. This requirement does not apply to minimal use of steel or iron materials provided that the total cost of all foreign source items used in the project,as delivered to the project site,is less than $2,500 or one-tenth-of-one-percent(1/10 of 1%)of the Contract amount,whichever is greater 8. CONSIDERATION OF BID ERRORS. The Owner will consider a claim of a bid error by the apparent low Bidder if the following requirements have been met: ■ Submit written notification to the Owner within 5 business days after the date the bid is opened. MI Identify the items of work involved and include bidding documentation.The Owner may request clarification of submitted documentation. The Owner will evaluate the claim of an error by the apparent low Bidder by considering the following: • The bid error relates to a material item of work. ▪ The bid error amount is a significant portion of the total bid. ■ The bid error occurred despite the exercise of ordinary care. • The delay of the proposed work will not impact cost and safety to the public. Acceptance of the bid error claim by the Owner will result in the rejection+of the bid of the apparent low bidder.and the Owner may consider the second responsive bid.The erring Contractor will not be allowed to bid the project if it is relet.Rejection of bids due to the Contractor's bid error may result in the application of sanctions by the Owner. 9. TIE BIDS If the official total bid amount for 2 or more Bidders is equal and those bids are the lowest submitted, each tie Bidder will be given an opportunity to withdraw their bid.If 2 or more tie Bidders do not withdraw their bids,the low Bidder will be determined by a coin toss. If all tie Bidders request to withdraw their bids,no withdrawals will be allowed and the low Bidder will be determined by a coin toss.The City Purchasing Officer will preside over the proceedings for the coin toss. • 6-2017 00210-T 3 of 3 39 CITY OF PEARLAND TR1205 BID PROPOSAL Section 00300 BID PROPOSAL Part A Date:. 8/17/17 Bid of SER Construction Partners,LLC. ,an individual proprietorship/a corporation organized and existing under the laws of the State of Texas/a partnership consisting of ,for the construction of: Max Road (CR 108) City of Pearland,Texas CSJ NO.0912-31-273 COP PN: TR1205 BID NO.:0617-47 (Submitted in Electronic format) To: The Honorable Mayor and City Council of Pearland City of Pearland 3519 Liberty Drive Pearland,Texas 77581 Pursuant to the published Invitation to Bidders, and Instructions to Bidders, the undersigned Bidder hereby proposes to perform all the work and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and whatever else may be necessary to complete all the work described in or reasonably inferable from the Contract Documents for the construction of the Max Road (CR 108) from FM 518 to Hughes Ranch Road with all related appurtenances, complete, tested, and operational, in accordance with the Plans and Specifications prepared by the Engineer, RPS Klotz Associates, 1160 Dairy Ashford Suite 500, Houston, Texas 77079, attention Steven W. Pike, P.E., for the unit prices or applicable prices set forth in Exhibit"A",the electronic bid form as contained in the City's E-bid system, which, once fully executed and submitted shall constitute a legal and executable proposal from the Bidder. It is understood.that, in the event any changes are ordered on any part of the Work,the applicable unit prices bid shall apply as additions to or deductions from the total prices for the parts of the Work so changed. The Bid Security required under the Instructions to Bidders is included and has been uploaded as an attachment within the E-bid system and, that a fully executed,signed and sealed hard copy has been delivered to the Office of City Purchasing, City Hall Annex, 3523 Liberty Drive, Pearland, Texas 77581. The Bidder agrees to submit to the Owner the Qualifications of Bidder, including the Financial Statement of Bidder, as required by the Instructions to Bidders if requested to do so as a condition of the Bid review. The Bidder binds himself, upon acceptance of his proposal, to execute the Standard Form of Agreement and furnish an acceptable Performance and Payment Bond and Maintenance.Bond„ each in the amount of one hundred percent (100%) of the total Contract Price, according to the forms included in the Contract Documents, for performing and completing the said work within the time stated and for the prices stated in Part B of this proposal along with all required insurance in the required amounts. Ot Bidder's Initial's:. 10-2012 00300- 1 of 2-A • CITY OF PEARLAND TR1205 BID PROPOSAL It is understood that in determining Lowest Responsible Bidder, the Total Bid Price for all work includes Base Bid,Extra Work, Cash Allowances and Alternates. The undersigned Bidder agrees to commence work within 10 days of the date of a written Notice to Proceed. It is understood that the Work is to be Substantially Complete within three hundred and four(304) days after the date of the Notice to Proceed. Time for Substantial Completion shall begin on the date established by the Notice to Proceed. The Contractor will pay liquidated damages in the amount(s) specified in Document 00500 Standard Form of Agreement, in the event the Work is not Substantially Complete within the Contract Time. The undersigned agrees that the amounts bid in this Bid Proposal will not be withdrawn or modified for ninety (90) days following date of Bid Proposal opening, or such longer period as may be agreed to in writing by the City of Pearland and Bidder. It is understood that in the event the Successful Bidder fails to enter into the Standard Form of Agreement and/or to furnish an acceptable Performance and Payment Bond and Maintenance Bond„ each in the amount of one hundred (100) percent.of the Contract Price, along with all required insurance in the stated amounts within ten (10) days of the.Notice of Award, the Successful Bidder will forfeit the Bid Security as provided in the Instructions to Bidders. Unless otherwise expressly provided herein, all references to"day(s)"shall mean calendar day(s). The Bidder acknowledges that the following Addenda have been received. The modifications to the Bidding Documents noted therein have been considered and all costs thereto are included in the Bid.Proposal prices. Addendum No.: One Date: 8/2/17 Addendum No.: Three . Date: 8/15/17 Addendum No.: . Two Date: 8/10/17 Addendum No.: . Date: Bidder hereby represents that the only person or parties interested in this offer as principals are those named. Bidder has not directly or indirectly entered into any agreement, participated in any collusion, or otherwise t n any actio in restraint of free competitive bidding. Firm Nam . ER c ' P triers,LLC. By: Title: Rosbel E.Ra os President Address: 3636 Pasadena Blvd.,Pasadena,Texas 77503 Phone No: 713-473-7900 ATTEST: is Gar (Seal,if Bidder is a Corporation) (T d or rinted Name) . ignature ate: 8/17/17 END OF SECTION Bidder's Initial's: 2 10-2012 00300-2 of 2-A CITY OF PEARLAND TR1205 BID PROPOSAL Section 00300 Part B v ,, Bid Proposal Project Name: Max Road (CR 108) Contract Name: Project No.: TR1205 Bid No.: 0617-47 BASE BID (INCLUDES: GENERAL, ROADWAY, REMOVAL, BRIDGE,TRAFFIC SIGNAL, SWPPP, DRAINAGE, SIGNING&STRIPING,TCP, LANDSCAPE &IRRIGATION) Quantit Spec Unit Total UOM Description Referenc y Price Amount e GENERAL 1 LS MOBILIZATION (3%OF ALL ITEMS) 01505 200,000 200,000.00 2 EA PROJECT SIGN 01580 866.40 17,210.80 SUBTOTAL GENERAL 201,732.80 ROADWAY 1.58 AC PREPARING ROW 0100 6001 18,619.0 0 29,418.02 47 STA PREPARING ROW 0100.6002 1,700.00. 79,900.00 14,646 . CY EXCAVATION (ROADWAY) 0110 6001 9.00 131,814.00 5,543 CY EXCAVATION (CHANNEL) 0110 6002 15.30 84,807.90 7,437 CY EMBANKMENT(FINAL)(DENS CONT)(TY C) 0132 6006 8.60 63,958.20 2,285 CY EMBANK(FINAL)(DC)(TY E)(CSBE) 0132 6035 63.90 146,011.50 3,259 SY COMPOST MANUF TOPSOIL(BIP) (4") 0161 6017 1.70 5,540.30 16,886 SY BLOCK SODDING 0162 6002 4.40 74,298.40 3,259 SY STRAW OR HAY MULCH 0162 6003 .20 651.80 3,259 SY DRILL SEEDING(PERM) (URBAN) (SANDY) 0164.6037 .20 651.80 4.16 AC _ _ FERTILIZER 0166 6001 912.00 3,793.92 113.01 MG VEGETATIVE WATERING 0168 6001 71.80 8,114.12 9,824 SY LIME TRT(EXST MATL) (6") 0260 6006 3.00 . 29,472.66 1,092.25 TON LIME(HYD,COM OR QK)(SLRY)OR QK(DRY) 0260 6012 171.00. 186,774.75 24,850.2 SY LIME TRT(EXST MATL)(8") - 0260 6027, 2 3.70 91,945.81 1,302.07 TON ASPHALT STAB BASE(GR 2)(PG 64) 0292 6002 86.70 . 112,889.47 426.29 TON D-GR HMA(SQ)TY-B OR D PG64-22 (LVL-UP) 0340 6242 89.40 38,110.33 968.83 GAL PRIME COAT(MC-30) 0310 6009 4.00 3,875.32 4,571 SY CONC PAV(JOINT REINF)(6") 0360 6028 47.10 215,294.10 23,514.8 1,359,160.6 9 SY CONC PAV(JOINT REINF)(10") 0360 6032 57.80 4 55.35 CY RIPRAP (CONC)(4 IN) 0432 6001 443.60 24,553.26 2648.65 SF RETAINING WALL(MSE) 0423 6001 47.60 126,075.74 21.85 CY RIPRAP (MOW STRIP)(4 IN) 0432 6045 405.00 8,849.25 Bidder's Initial's: 10-2012 00300- 1 of 7 CITY OF PEARLAND TR1205 BID PROPOSAL 14,096 LF CONC CURB (TY II) 0529 6002 3.10 43,697.60 1150 SY DRIVEWAYS (CONC) 0530 6004 55.00 63,250.00 307.01 SY DRIVEWAYS(ACP) 0530 6005 43.50 13,354.94 1 EA CURB RAMPS(TY 1) 0531 6004 910.60 910.60 1 EA CURB RAMPS(TY 2) 0531 6005 942.00 942.00 6 EA CURB RAMPS(TY 7) 0531 6010 922.90 5,537.40 4 EA MTL BEAM GD FEN TRANS(THRIE-BEAM) 0540 6006 1,995.00 7,980.00 2 EA DOWN STREAM ANCHOR TERMINAL SECTION 0540 6016 1,653.00 3,306.00 2 EA MTL BM GD FEN TRANS (NON-SYM) 0540 6018 969.00 1,938.00 93 LF CHAIN LINK FENCE (INSTALL) (6') 0550 6001 28.50 2,650.50 4 EA GUARDRAIL END TREATMENT(INSTALL) 0544 6001 2793.00 11,172.00 16 EA. MAILBOX INSTALLATION (SINGLE) 0560 6001 282.20 4,515.20 130 LF WIDE FLANGE PAVEMENT TERMINALS 3021-6001 581.00 75,530.00 SUBTOTAL ROADWAY 3'060,745.5 2 REMOVAL 249 SY REMOVING CONC (PAV) 0104 6001 4.70 1,170.30 166 SY REMOVING CONC (RIPRAP) 0104 6009 6.00 996.00 909 SY REMOVING CONC (SIDEWALKS) 0104 6015 4.70 4,272.30 428 SY REMOVING CONC(DRIVEWAYS) 0104 6017 8.10 3,466.80 11,358 SY SALV,HAUL&STKPL RCL APH PV(VAR DEPTH) 0305 6014 2.10 23,851.80 2 EA REMOV STR(INLET) 0496 6002 473.10 _ 946.20 9 EA REMOV STR(SET) . 0496 6004 473.10 4,257.90 2 EA REMOV STR(HEADWALL) 0496 6006 849.30 1,698.60 1,284 LF REMOV STR(PIPE) 0496 6007 14.20 18,232.80 1 EA REMOV STR(BRIDGE 0-99 FT LENGTH) 0496 6009 19950.0 0 19,950.00 533 LF REMOVING METAL BEAM GUARD FENCE 0542 6001 5.70 3,038.10 93 LF CHAIN LINK FENCE (REMOVE) 0550.6003 4.40 409.20 6 EA REMOVE SM RD SN SUP &AM 0644 6076 114.00 684.00 57 LF REMOVAL OF FENCE/GATE . 5013 0000 7.80 444.60 SUBTOTAL REMOVAL 83,418.60 BRIDGE 60.7. CY CEM STABIL BKFL 0400 6005 51.20 3,1.07.84 916 LF DRILL SHAFT(30 IN) 0416 6003 173.90 159,292.40 62.4 . CY CL C CONC(ABUT) 0420 6013 .984.50 61,432.80 25.4 CY CL C CONC(COLUMN) 0420 6037 1132.10 28,755.34 23.6 CY . SHEAR KEY 0422 6023 398.40 9,402.24 4,128 SF REINF CONC SLAB . 0422 6001 16.90 69,763.20 356.11 LF PRESTR CONC BOX BEAM (4B20) 0425 6001 . 190.10 67,696.51 533.72 LF PRESTR CONC BOX BEAM (5B20) 0425 6002 186.40 99,485.41 137.8 CY RIPRAP (CONC)(CL B)(5 IN) 0432 6010 356.80 49,167.04 236.91. LF RAIL(TY PR3) 0450 6045 89.80 21,274.52 Bidder's Initial's: 10-2012. 00300-2 of 7 CITY OF PEARLAND TR1205 BID PROPOSAL 549.03 LF RAIL(TY T223) 0450 6006 108.30 59,459.95 60 LF RAIL(TY C223) 0450 6032 132.10 7,926.00 SUBTOTAL BRIDGE 636,763.25 TRAFFIC SIGNAL 58 LF DRILL SHAFT(TRF SIG POLE) (36 IN) 0416 6032 330.60 19,174.80 7,211 LF CONDT(PVC) (SCHD 80) (2") 0618 2034 11.60 83,647.60 50 LF CONDT(PVC) (SCHD 80) (2") 0618 6046 12.50 625.00 250 LF CONDT(PVC) (SCHD 80) (3") 0618 6053 18.20 . 4,550.00 280 LF CONDT(PVC) (SCHD 80) (3") (BORE) 0618 6054 22.80 6,384.00. 60 , LF ' ELEC CONDR(NO.8) BARE 0620 6007_ 1.80 108.00 30 ' LF . ELEC CONDR(NO.4) BARE 0620 6011 1.90 57.00 360 LF ELEC CONDR(NO.4) INSULATED 0620 6012 2.20 792.00 370 LF TRAY CABLE (4 CONDR) (8 AWG) 0621 6007 2.10 . 777.00 10 EA GROUND BOX(CITY TYPE) 0624 2023 .912.00 9,120.00 4 EA GROUND,BOX TY D(162922)W/APRON 0624 6010 1140.00 4,560.00 1 ' ' EA ELC SRV TY D 120/240 070(NS)GS(N)SP(U) 0628.6175 , 5700.00 5,700.00 1 EA INSTALL HWY TRF SIG (ISOLATED) 0680 6002 56272.7 0 56,272.70 8 . EA , VEH SIG SEC(12 IN) LED(GRN) 0682 6001 ' 256.50 2,052.00 1 EA VEH SIG SEC(12 IN) LED(GRN ARW) 0682 6002 256.50 256.50 8 EA VEH SIG SEC(12 IN) LED(YEL) ..' 0682 6003 256.50 2,052.00 2 EA VEH SIG SEC(12 IN) LED(YEL ARW) 0682 6004 256.50 513.00 8 EA VEH SIG SEC(12 IN) LED (RED) , '0682 6005 256.50 2,052.00 1 ' EA , VEH SIG:SEC (12 IN) LED(RED ARW) 0682 6006 256.50 256.50 4 EA ' PED SIG SEC(LED)(COUNTDOWN) 0682 6018 627.00 2,508.00 8 EA BACK PLATE(12 IN) (3 SEC) 0682 6023 136.80 ' 1,094.40. 1 EA BACK PLATE(12 IN) (4 SEC) 0682 6024 148.20 148.20 500 LF TRF SIG CBL(TY A) (14 AWG) (2 CONDR) 0684 6028 1.10 . 550.00 520 LF TRF SIG CBL(TY A) (14 AWG) (4 CONDR) 0684 6030 1.40 728.00 1,540 LF TRF SIG CBL(TY A) (14 AWG) (7 CONDR) 0684 6033 2.30 ' ' 3,542.00 1 EA SIG PL AM(S) 1 ARM (32') LUM (NOSTALGIA Sheet 270 ' 16530.0 DESIGN).. . A=D , 0 16,530.00 SIG PL AM(S) 1 ARM (40') (NOSTALGIA Sheet 270 ' 18354.0 2 EA DESIGN) A-D 0 36,708.00 SIG PL AM(S) 1 ARM (44') LUM (NOSTALGIA Sheet 270 19152.0 1 EA DESIGN) ' ,. A-D , .0 19,152.00 2 EA PED POLE ASSEMBLY(NOSTALGIA DESIGN) Sheet 270 A-D 5586.00 11,172.00 4 EA PED DETECT PUSH BUTTON (APS) 0688 6001 ' 684.00 2,736.00 1 EA PED DETECTOR CONTROLLER UNIT 0688 6003 3420.00 3,420.00 1 EA VIVDS PROCESSOR SYSTEM . 6002 6001 9690.00 9,690.00 4 EA VIVDS CAMERA ASSEMBLY 6002 6002 1938.00 7,752.00 1 EA VIVDS SET-UP SYSTEM 6002 6003, 969.00 969.00 Bidder's Initial's: 10-2012 00300-3 of 7. CITY OF PEARLAND TR1205 BID PROPOSAL 890 EA VIVDS COMMUNICATION CABLE (COAXIAL) 6002 6005 2.30 2,047.00 1 EA CITY GPS COMMUNICATIONS MODULE 6060 6001 . 741.00 741.00 SUBTOTAL TRAFFIC SIGNAL 318,437.70 SWPPP 27,480 SY STRAW OR HAY MULCH 0162 6003 .20 1 5,496.00 27,480 SY DRILL SEED(TEMP)(WARM OR COOL) 0164 6051 .20 5,496.00 5.68 AC FERTILIZER 0166 6001 912.00 5,180.16 681.32 MG VEGETATIVE WATERING 0168 6001 71.80 48,918.78 32 LF ROCK FILTER DAMS(INSTALL) (TY 2) 0506 6002 26.40 _ 844.80 35 LF ROCK FILTER DAMS(INSTALL) (TY 4) 0506 6004 31.90 _ 1,116.50 67 LF ROCK FILTER DAMS(REMOVE) 0506 6011 4.70 314.90 78 SY CONSTRUCTION EXITS(INSTALL) (TY 1) 0506 6020 33.50 2,613.00 78 SY CONSTRUCTION EXITS(REMOVE) 0506 6024 4.70 366.60 9,022 LF TEMP SEDMT CONT FENCE (INSTALL) 0506 6038 3.00 v 27,066.00 600 LF BIODEG EROSN CONT LOGS(INSTL)(8") 0506 6040 6.80 v 4,080.00 570 •LF BIODEG EROSN CONT LOGS(INSTL)(12") 0506 6041 9.10 5,187.00 1,170 LF BIODEG EROSN CONT LOGS(REMOVE) 0506 6043 1.10 _ 1,287.00 9,022 LF TEMP SEDMT CONT FENCE (REMOVE) 0506 6039 .50 4,511.00 SUBTOTAL SWPPP ' 112,477.74 DRAINAGE 3,892 CY CEM STABIL BKFL 0400 6005 51.20 199,270.40 594 CY CEMENT STAB BACKFILL(INLET OR MH) 0400 6009 51.20 30,412.80 6,182 LF TRENCH EXCAVATION PROTECTION 0402 6001 .20 1,236.40 33.17 CY RIPRAP (STONE TY R)(DRY)(18 IN) 0432 6017 124.10 4,116.40 414 LF CONC BOX CULV(3 FT X 3 FT) 0462 6002 176.50 73,071.00 150 LF CONC BOX CULV(4 FT X 3 FT) 0462 6004 219.30 32,895.00 868 LF CONC BOX CULV(6 FT X 3 FT) 0462 6010 329.30 285,832.40 693 LF CONC BOX CULV(6 FT X 4 FT) 0462 6011 361.50 250,519.50 17 LF RC PIPE(CL III)(18 IN) - 0464 6003 62.70 1,065.90 2,709 LF RC PIPE(CL III)(24 IN) 0464 6005 76.80 208,051.20 285 LF RC PIPE(CL III)(30 IN) 0464 6007 106.60 30,381.00 1,325 LF RC PIPE(CL III)(36 IN) 0464 6008 117.50 155,687.50 32 EA INLET(COMPL)(PSL)(FG)(3FTX3FT-3FTX3FT) 0465 4090 2,363.20 75,622.40 1 EA INLET COMPL)(PSL)(FG)(4FTX4FT-4FTx4FT) 0465 4092 4,218.00 4,218.00 3 EA JCTBOX(COMP)(PJB)(8FTX8FT) 0465 6012 5,822.00 17,466.00 33 EA INLET EXT(TYII) 0465 0000 849.30 28,026.90 8 EA MANH (COMPL) (PRM) (48IN) 0465 6002 2,432.80 19,462.40 1 EA MANH (COMPL) (PRM) (72IN) 0465 0000 4,620.40 4,620.40 31 EA INLET(COMPL) (CURB) (TY C1) 0465 6176 3,221.60 99,869.60 6 EA INLET(COMPL) (CURB) (TY C1) (MOD) 0465 0000 4,165.00 24,990.00 4 EA SET(TY II)(24 IN)(RCP)(4:1)(C) 0467 6390 1,113.20 4,452.80 1 EA SET(TY II)(24 IN)(RCP)(3:1)(P) 0467 6389 994.70 994.70 1 EA SET(TY II)(18 IN)(RCP)(3:1)(P) 0467 6357 720.20 720.20 Bidder's Initial's: 10-2012 00300-4 of 7 CITY OF PEARLAND TR1205 BID PROPOSAL 1 EA SET(TY II)(36 IN)(RCP)(4:1)(P) 0467 6451 2589.20 2,589.20 3 EA SET(TY II)(24 IN)(RCP)(4:1)(P) 0467 6391 1114.40 3,343.20 1 EA SET(TY II)(36 IN)(RCP)(3:1)(P) 0467 6449 2258.60 2,258.60 1 EA SET(TY II)(18 IN)(RCP)(4:1)(P) 0467 6359 796.60 796.60 1 EA SET(TY I)(S=6 FT)(Hw=4 FT)(3:1)(P) 0467 0000 4417.50 4,417.50 SUBTOTAL DRAINAGE 1,566,388.0 0 SIGNING&STRIPING 142 SF ALUMINUM SIGNS(TY A) 0636 6001 29.60 4,203.20. 13 EA INS SM RD SN SUP&AM TY 10BWG(1)SA(P) 0644 6001 450.30 _ 5,853.90 1 EA INS SM RD SN SUP&AM TY 10BWG(1)SA(P- 0644 6002 BM) 564.30 564.30 2 EA INS SM RD SN SUP&AM TY 10BWG(1)SA(U) 0644 6006 701.10 1,402.20 1,880 LF REFL PAV MRK TY I (W)4" (BRK)(100MIL) 0666 6003 .60 1,128.00 1,648 LF REFL PAV MRK TY I (W)4" (SLD)(100MIL) 0666 6012 .60 988.80 538 LF REFL PAV MRK TY I (W) 8" (SLD)(100MIL) 0666 6036 1.00 538.00 342 LF , REFL PAV MRK TY I (W) 12"(SLD)(100MIL) 0666 6042. 3.00 1,026.00 115 LF REFL PAV MRK TY I (W) 24"(SLD)(100MIL) 0666 6048 6.00 690.00 1,279 LF REFL PAV MRK TY I (Y)4" (SLD)(100MIL) 0666 6126 .60 767.40 50 LF REF PAV MRK TY II (Y) 4" (BRK) 0666 6205 .60 30.00 736 LF REF PAV MRK TY II (Y) 12" (SLD) 0666 6212 2.20 1,619.20 134 LF ' REF PAV MRK TY II (Y) 24" (SLD) 0666 6214 1.40 187.60 9 LF REF PAV MRK TY II (Y) (MED NOSE) 0666 6217 159.60 1,436.40 6 ' ' LF REFL PAV MRK TY I (W) (ARROW)(100MIL) 0666 6054 136.80 820.80 8 LF ' REFL PAV MRK TY I (W) (WORD)(100MIL) 0666 6078 148.20 1,185.60 147 EA REFL PAV MRKR TY II-C-R , 0672 6010 .5.60 823.20 6 EA REFL PAV MRKR TY II-A-A(BLUE) ! 0672 0000 7.80 46.80 SUBTOTAL SIGNING&STRIPING 23,311.40 TCP 6,186 SY CONSTRUCTING DETOURS 0508 6001 55.10 340,848.60 11,712 LF WK ZN PAV MRK REMOV(W) 4" (SLD) 0662 6063 .60 7,027.20 18,692 LF , WK ZN PAV MRK REMOV(Y) 4" (SLD) 0662 6095 .60 11,215.20 1,930 LF PORT CTB (FUR& INST)(LOW PROF)(TY 1) 0512 6009 20.70 39,951.00 160 LF PORT CTB (FUR& INST)(LOW.PROF)(TY 2) 0512 6010 20.70 3312.00 1,444 LF PORT CTB (MOVE)(LOW PROF)(TY 1) 0512 6033 5.90 8,519.60 160 LF PORT CTB (MOVE)(LOW PROF)(TY 2) 0512 6034 5.90 944.00 10 LF PORT CTB (STKPL)(LOW PROF)(TY 1) 0512 6045 10.10 101.00 1,930 LF PORT CTB (REMOVE)(LOW PROF)(TY 1) ' 0512 6057 7.00 13,510.00 160 LF PORT CTB (REMOVE)(LOW PROF)(TY 2) 0512 6058 7.00 1,120.00 10 MO BARRICADES-(INCLUDING FLAGGERS) 0502 2001 6498.00 64,980.00 SUBTOTAL TCP 491,528.60 LANDSCAPE&IRRIGATION 150 CY EROSION CONTROL COMPOST 01616009 39.90 5,985.00 Bidder's Initial's: 10-2012 00300-5 of 7 CITY OF PEARLAND TR1205 BID PROPOSAL. 75 CY GENERAL USE COMPOST 0161 6012 43.30 3,247.50 9676 SY COMPOST MANUF TOPSOIL(BIP)4" 0161 6017 1.40 13,546.40 4675 SY BLOCK SODDING 0162 6002 4.40 20,570.00 7677 SY CELL FBR MULCH SEED (PERM)(URBAN)(SANDY) 0164 6025 .30 2,303.10 2.65 AC FERTILIZER 0166 6001 912.00 2,416.80 63.60. MG VEGETATIVE WATERING 0168 6001 71.80 4,566.48 64980.0 1 LS IRRIGATION SYSTEM 0170 6001 0 64,980.00 72 EA PLANT MATERIAL(30 GAL.) 0192 6006 438.90 31,600.80 42 EA PLANT MATERIAL(45 GAL.) 0192 6007 587.10 24,658.20 456 SY PLANT BED PREP(TYPE 1) 0192 6063 5.70 2599.20 12 MO IRRIGATION SYSTEM OPER AND MAINT 0193 6007 4674.00 56,088.00 456 SY LANDSCAPE SOIL AMENDMENT(TYPE I) 1006 6001 4.60 2,097.60 456 SY LANDSCAPE SOIL AMENDMENT(TYPE II) 1006 6002 4.60 2,097.60 SUBTOTAL LANDSCAPE&IRRIGATION 236,756.68 EXTRA WORK ITEMS Complete Contract Document 20 MAN HR EXTRA LABOR (UNSKILLED) s .13.70 274.00 Complete Contract Document 10 MAN HR EXTRA LABOR (SKILLED) s 17.10 171.00 EXTRA EXCAVATION AND HAULING 50 CY (MACHINE) 0400 0000 22.80 1,140.00 EXTRA REMOVAL AND DISPOSAL OF RCP PIPE 25 LF (ALL SIZES) 0496 0000 17.10 427.50 25 CY EXTRA EMBANKMENT,COMPACTED IN PLACE 0132 0000 22.80 570.00 EXTRA SAWCUT AND REMOVAL OF EXISTING 20 SY CONCRETE(ALL THICKNESSES) 0104 0000 5.70 114.00 EXTRA CONCRETE,ALL CLASSES,COMPLETE IN 10 CY PLACE 0360 0000 570.00 5,700.00 CEMENT STABILIZED SAND,COMPACTED IN 50 CY PLACE(1.64 TONS PER CY) 0400 0000 51.30 2,565.00 SUBTOTAL EXTRA WORK ITEMS 10,961.50 CASH ALLOWANCES . Complete Contract FORCE ACCOUNT(OFF-DUTY POLICE Document . 20,000.0 1 LS OFFICERS) ($20,000) s 0 20,000.00 Complete Contract FORCE ACCOUNT REMOVE & REPLACE FLOOD Document 1 LS GAUGE ($5,000) s 5,000.00 5,000.00 Bidder's Initial's: 10-2012 00300-6 of 7 CITY OF PEARLAND TR1205 BID PROPOSAL Complete Contract FORCE ACCOUNT STREET LIGHTING CONDUIT Document 30,000.0 1 LS ($30,000) s 0 30,000.00 SUBTOTAL CASH ALLOWANCES 55,000.00 TOTAL BID AMOUNT 6,797,521.78 IT IS UNDERSTOOD that the City of Pearland will award the project based on the Total Bid amount for all work including Base Bid, Extra Work Items and Cash Allowances. Offeror's Authorized Signature Bidder's Initial's: 10-2012 00300-7 of 7 CITY OF PEARL• AND Project No. TR1205 LGPP AWARD AND EXECUTION OF CONTRACT - Section 00310-T LGPP AWARD AND EXECUTION OF CONTRACT 1. AWARD OF CONTRACT 1.1. Award.The Owner will award the Contract to the low Bidder as determined by Section 00200, Item 16,"Award of Contract."The Owner may award a Contract to the second lowest Bidder when the following requirements have been met: N The low Bidder withdraws its bid. • The low Bidder fails to enter into a contract with the Owner after Award El The second low Bidder's unit bid prices are reasonable. 1.2. Rejection.The Owner will reject the Contract if: • I Collusion may have existed among the Bidders. Collusion participants will not be allowed to bid future bids for the same Contract. • The low bid is mathematically and materially unbalanced.The Bidder will not be allowed to bid future bids for the same Contract. • ■ The lowest bid is higher than the Owner's estimate and re-advertising for bids may result in a lower bid. I Rejection of the Contract is in the best interest of the Owner. 1.3. Deferral.The Owner may defer the award or rejection of the Contract when deferral is in the best interest of the Owner. 2. RESCINDING OF AWARD • The Owner reserves the right to cancel the award of any Contract before Contract execution with no compensation due when the cancellation is in the best interest of the Owner.The Owner will return the bid guaranty to the Contractor. 3. DISADVANTAGED BUSINESS ENTERPRISE (DBE)/HISTORICALLY UNDERUTILIZED BUSINESS/SMALL BUSINESS ENTERPRISE (SBE) Submit all DBE/HUB/SBE information in the time frame specified when required by the bid documents. 4. EXECUTION OF CONTRACT 4.1. Insurance. By signing the Contract,the Contractor certifies compliance with all applicable laws,rules,and regulations pertaining to workers' compensation insurance.This certification includes all subcontractors.Pay all deductibles stated in the policy. Subcontractors must meet the requirements of Table 2 either through their own coverage or through the Contractor's coverage. The Workers' Compensation policy must include a waiver of subrogation endorsement in favor of the Owner. 6-2017 003 10-T 1 of 3 48 CITY OF PEARLAND Project No. TR1205 LGPP AWARD AND EXECUTION OF CONTRACT 4.2. Surety Requirements for Insurance Provide a substitute Surety on the Contract bonds in the original full Contract amount within 15 days of notification if the Surety is declared bankrupt or insolvent,the Surety's underwriting limitation drops below the Contract amount or the Surety's right to do business is terminated by the Owner.The substitute Surety must be authorized by the laws of the State and acceptable to the Owner.Work will be suspended until a substitute Surety is provided.Working day charges will be suspended for 15 days or until an acceptable Surety is provided,whichever is sooner. The work performed under this section will not be measured or paid for directly but will be subsidiary to pertinent items. 5. BEGINNING OF WORK Do not begin work until authorized in writing by the Owner. When callout work is required,provide a method of contact available from 8 A.M.until 5 P.M. every work day and 24 hr.a day,7 days a week for projects with emergency mobilization,unless otherwise shown on the plans.The time of notice will be the transmission time of the notice sent, provided orally,or provided in person by the Owner's representative. Verify all quantities of materials shown on the plans before ordering materials for the project. Verify quantities of materials before allowing materials delivery to the project site. Do not deliver more materials to the project site than can be adequately stored and installed as the project progresses. 6. EXCLUDED PARTIES The Contractor certifies by signing the Contract that the Contractor will not enter into any subcontract with a subcontractor that is debarred or suspended by the Owner or by any state or federal agency. - 6-2017 00310-T 2 of 49 CITY OF PEARLAND Project No. TR1205 LGPP AWARD AND EXECUTION OF CONTRACT This page intentionally left blank. • 6-2017 00310-T 3 of 3 50 «ShortPrjName» Project No. «WBSNo» Project No. TR1205 BIDDER'S CERTIFICATION OF COMPLIANCE WITH BUY AMERICAN PROGRAM Document 00456 BIDDER'S CERTIFICATION OF COMPLIANCE WITH BUY AMERICAN PROGRAM (AVIATION SAFETY AND CAPACITY EXPANSION ACT OF 1990). By submitting a bid, except for those items listed by Bidder below or on additional copies of this page, attached to this page, Bidder certifies that steel and each manufactured product, is produced in the United States (as defined in the clause Buy American - Steel and Manufactured Products for Construction Contracts) and that components of.unknown origin are considered to have been produced or manufactured outside the United States. In case of conflicts with corresponding provisions of other Bidding Documents, Buy American Program provisions govern. Bidders may obtain from the City a list of products excepted from this provision. Use - additional copies of this page as required. PRODUCT COUNTRY OF ORIGIN • • • • The above information is true and complete to the best of my knowledge and belief. (Printed or typed Name of Signatory) Signature Date Note: The penalty for making false statements in offers is prescribed in 18 U.S.C. 1001. END OF DOCUMENT 00456-1 02=01-2004 51 CONFLICT OF INTEREST QUESTIONNAIRE FORM CIO For vendor doing business with local governmental entity This questionnaire reflects changes made to the law by H.B. 23, 84th Leg., Regular Session. - OFFICE USE ONLY This questionnaire is being filed in accordance with Chapter 176, Local Government Code,by a vendor who Date Received has a business relationship as defined by Section 176.001(1-a) with a local governmental entity and the vendor meets requirements under Section 176.006(a). By law this questionnaire must be filed with the records administrator of the local governmental entity not later than the 7th business day after the date the vendor becomes aware of facts that require the statement to be filed. See Section 176.006(a-1),Local Government Code. A vendor commits an offense if the vendor knowingly violates Section 176.006, Local Government Code.An offense under this section is a misdemeanor. 11 Name of vendor who has a business relationship with local governmental entity. J Check this box if you are filing an update to a previously filed questionnaire.(The law requires that you file an updated completed questionnaire with the appropriate filing authority not later than the 7th business day after the date on which you became aware that the originally filed questionnaire was incomplete or inaccurate.) Name of local government officer about whom the information is being disclosed. Name of Officer Al Describe each employment or other business relationship with the local government officer,or a family member of the officer,as described by Section 176.003(a)(2)(A). Also describe any family relationship with the local government officer. Complete subparts A and B for each employment or business relationship described. Attach additional pages to this Form CIO as necessary. A. Is the local government officer or a family member of the officer receiving or likely to receive taxable income, other than investment income, from the vendor? Yes No B. Is the vendor receiving or likely to receive taxable income,other than investment income,from or at the direction of the local government officer or a family member of the officer AND the taxable income is not received from the local governmental entity? n Yes n No • Describe each employment or business relationship that the vendor named in Section 1 maintains with a corporation or other business entity with respect to which the local government officer serves as an officer or director,or holds an ownership interest of one percent or more. fCheck this box if the vendor has given the local government officer or a family member of the officer one or more gifts as described in Section 176.003(a)(2)(B), excluding gifts described in Section 176.003(a-1). j Signature of vendor doing business with the governmental entity Date Form provided by Texas Ethics Commission www.ethics.state.tx.us Revises21/30/2015 • CONFLICT OF INTEREST QUESTIONNAIRE For vendor doing business with local governmental entity Acomplete copy of Chapter 176 of the Local Government Code may be found at http://www.statutes.legis.state.tx.us/ Docs/LG/htm/LG.176.htm. For easy reference,below are some of the sections cited on this form. Local Government Code§176.001(1-a):'Business relationship"means a connection between two or more parties based on commercial activity of one of the parties. The term does not include a connection based on: (A) a transaction that is subject to rate or fee regulation by a federal,state,or local governmental entity or an agency of a federal,state,or local governmental entity; (B) a transaction conducted at a price and subject to terms available to the public;or (C) a purchase or lease of goods or services from a person that is chartered by a state or federal agency and that is subject to regular examination by, and reporting to,that agency. Local Government Code§176.003(a)(2)(A)and(B): (a) A local government officer shall file a conflicts disclosure statement with respect to a vendor if: *** (2) the vendor: (A) has an employment or other business relationship with the local government officer or a family member of the officer that results in the officer or family member receiving taxable income, other than investment income, that exceeds$2,500 during the 12-month period preceding the date that the officer becomes aware that (i) a contract between the local governmental entity and vendor has been executed; or (ii) the local governmental entity is considering entering into a contract with the vendor; (B)_has given to the local'government officer or a family member of the officer one or more gifts that have an aggregate value of more than$100 in the,12-month period preceding the date the officer becomes aware that: (i) a contract between the local governmental entity and vendor has been executed;or (ii) the local governmental entity is considering entering into a contract with the vendor. Local Government Code§176.006(a)and(a-1) (a) A vendor shall file a completed conflict of interest questionnaire if the vendor has a business relationship with a local governmental entity and: (1) has an employment or other business relationship with a local government officer of that local governmental entity,or a family member of the officer,described by Section 176.003(a)(2)(A); (2) has given a local government officer of that local governmental entity,or a family member of the officer,one or more gifts with the aggregate value specified by Section 176.003(a)(2)(B),excluding any gift described by Section 176.003(a-1);or - (3) has a family relationship with a local government officer of that local governmental entity. (a-1) The completed conflict of interest questionnaire must be filed with the appropriate records administrator not later than the seventh business day after the later of: (1) the date that the vendor: (A) begins discussions or negotiations to enter into a contract with the local governmental entity; or, (B) submits to the local governmental entity an application,response to a request for proposals or bids, correspondence, or another writing related to a potential contract with the local governmental entity;or (2) the date the vendor becomes aware: (A) of an employment or other business relationship with a local government officer, or a family member of the officer,described by Subsection(a); (B) that the vendor has given one or more gifts described by Subsection(a);or (C) of a family relationship with a local government officer. Form provided by Texas Ethics Commission www.ethics.state.tx.us Revise53/30/2015 CITY OF PEARLAND STANDARD FORM OF AGREEMENT Section 00500 STANDARD FORM OF AGREEMENT (LGPP) THIS AGREEMENT is by and between City of Pearland (hereinafter called OWNER or City) and SER Construction Partner, LLC (hereinafter called CONTRACTOR). OWNER and CONTRACTOR, in consideration of the mutual covenants hereinafter set forth, agree as follows: Article 1. WORK • CONTRACTOR shall complete all work as specified or indicated in or reasonably inferable from the Contract Documents (hereinafter the "Work"). The Work is generally described as follows: Max Road (CR 108) From FM 518 to Hughes Ranch Road City of Pearland, Texas COP PN: TR1205 BID NO.: 0617-14 The Disadvantaged Business Enterprise (DBE) goal for this project is 7%. The Small Business Enterprise (SBE) goal for this project is N/A%. DBEs and SBEs selected must be TxDOT approved. Race neutral participation is encouraged and can be achieved through various supplier and subcontracting opportunities. Article 2. ENGINEER • The Work has been designed by RPS Klotz Associates, 1160 Dairy Ashford Suite 500, Houston, Texas 77079, Robert L. Settle, P.E., who is hereinafter called ENGINEER and _ who is to assume all duties and responsibilities and have the rights and authority assigned to ENGINEER in the Contract Documents in connection with completion of the Work in accordance with the Contract Documents. Article 3. CONTRACT TIME 3.1 The Work will be Substantially Complete (as defined in Article 1 of the General Conditions) within 304 days (including weekends and holidays) from the date when the Contract Time commences to run as provided in paragraph 5.01 of the General Conditions (as revised in the Special Conditions if applicable), and completed and ready for Final Payment within 334 days from the date when the Contract Time commences to run. No work will be allowed on Sundays. 3.2 Liquidated Damages. OWNER and CONTRACTOR recognize that time is of the essence of this Agreement and that OWNER will suffer financial loss if the Work is not completed within the times specified in paragraph 3.1 above, plus any extensions thereof allowed in accordance with Article 5 of the General Conditions. OWNER and CONTRACTOR also recognize the delays, expense, and difficulties 2-2015 00500- 1 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT involved in proving in a legal or arbitration preceding the actual loss suffered by OWNER if the Work is not completed on time. Accordingly, instead of requiring any such proof, OWNER and CONTRACTOR agree that as liquidated damages for delay (but not as a penalty) CONTRACTOR shall pay OWNER One Thousand dollars $1000 for each day that expires after the time specified in paragraph 3.1 for Substantial Completion until the Work is substantially complete. After Substantial Completion, if CONTRACTOR shall neglect, refuse or fail to complete the remaining Work within the time set out in the Certificate of Substantial Completion or any proper' extension thereof granted by OWNER, CONTRACTOR shall pay OWNER One Thousand dollars $1000 for each day that expires after the time specified in the Certificate of Substantial Completion for completion and readiness for Final Payment. 3.3 Inspection Time. Working hours for the Pearland Inspection personnel are from 7:30 a.m. to 4:30 p.m., Monday through Friday, excluding City approved holidays. The Contractor shall notify the OWNER of any required inspection overtime work at least 48 hours in advance and shall pay the overtime wages for the required City inspections. Article 4. CONTRACT PRICE 4.1 OWNER shall pay CONTRACTOR for completion of the Work in strict accordance with the Contract Documents in current funds $6,797,521.78 (the "Contract Price"). The Contract Price includes the Base Bid ,Extra Work Items and Cash Allowances as accepted by OWNER as shown in Document 00300—Bid Proposal. Article 5. PAYMENT PROCEDURES CONTRACTOR shall submit Applications for Payment in accordance with Section 6.0 "Measurement and Payment" of the General Conditions. Application for Payment will be processed by ENGINEER as provided in the General Conditions. 5.1 Progress Payments. OWNER shall make progress payments on account of the Contract Price on the basis of CONTRACTOR's Application for Payment as recommended by ENGINEER as provided below. All progress payments will be on the basis of the progress of the Work and actual quantity of Work completed, in accordance with Article 6 "Measurement and Payment" of the General Conditions. 5.1.1 Prior to Substantial Completion, progress payments will be made in an amount equal to the percentage or actual quantity of Work complete, but, in each case, less the aggregate of payments previously made and less such amounts as ENGINEER shall determine, or OWNER may withhold, in accordance with the General Conditions. The OWNER shall make payment within 30 days of receipt of application for payment by the ENGINEER. • • 2-2015 00500-2 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 5.1.2 Each progress payment shall be less retainage as specified in Paragraph 6.06 of the General Conditions, and further less all previous payments and all further sums that may be retained by the OWNER under the terms of this Agreement. It is understood, however, that in case the whole work be near to completion and some unexpected and unusual delay occurs due to no fault or neglect on the part of the CONTRACTOR, the OWNER may upon written recommendation of the ENGINEER pay a reasonable and equitable portion of the retained percentage to the CONTRACTOR, or the CONTRACTOR at the OWNER's option, may be relieved of the obligation to fully complete the Work and, thereupon, the CONTRACTOR shall receive payment of the balance due him under the contract subject only to the conditions stated under "Final Payment." 5.2 Final Payment. Upon final completion and acceptance of the Work in accordance with paragraph 6.09 of the General Conditions, OWNER shall pay the remainder of the Contract Price as recommended by ENGINEER as provided in said paragraph 6.09. Article 6. INTEREST Interest on any overdue payment from OWNER to CONTRACTOR shall be paid in accordance with the provisions of Chapter 2251.025 of the Texas Government Code, as amended. Article 7. CONTRACTOR'S REPRESENTATIONS In order to induce OWNER to enter into this Agreement CONTRACTOR makes the following representations: 7.1 CONTRACTOR has familiarized himself with the nature and extent of the Contract Documents, Work, site, locality, and all local conditions and Laws and Regulations that in any manner may affect cost, progress, performance, or furnishing of the Work. 7.2 CONTRACTOR has studied carefully all available surveys, assessments, reports of explorations, investigations, and tests of subsurface conditions and drawings of physical conditions of the site. Such technical reports and drawings are not Contract Documents, and Owner makes no representations or warranties as to the accuracy of such documents or information, or to whether or not they are complete, comprehensive, or all-inclusive. 7.3 CONTRACTOR has obtained and carefully studied (or assumes responsibility for obtaining and carefully studying) all such examinations, investigations, explorations, tests, reports, and studies (in addition to or to supplement those referred to in paragraphs 7.2 above) which pertain to the subsurface or physical conditions at or contiguous to the site or otherwise may affect the cost, progress, performance or furnishing of the Work, and CONTRACTOR assumes the risk of such subsurface and physical conditions, and shall furnish the Work at the Contract Price, within the Contract Time and in accordance with the other terms and 2-2015 00500-3 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT conditions of the Contract Documents; and no additional examinations, investigations, explorations, tests, reports, and studies or similar information or data are or will be required by CONTRACTOR for such purposes. 7.4 CONTRACTOR has reviewed and checked all information and data shown or indicated on the Contract documents with respect to existing underground facilities at or contiguous to the site and assumes responsibility for the accurate location of said underground facilities. No additional examinations, investigations, explorations, tests, reports, studies or similar information or data in respect of said underground facilities are or will be required by CONTRACTOR in order to perform and finish the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents. 7.5 CONTRACTOR has correlated the results of all such observations, examinations, investigations, explorations, tests, reports, and studies with the terms and conditions of the Contract Documents. 7.6 CONTRACTOR has given ENGINEER written notice of all conflicts, errors or discrepancies in the Contract Documents of which Contractor knew or should have known, and CONTRACTOR shall perform the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents, including any written resolution of any such conflict, error or discrepancy by ENGINEER. In the event of a conflict that was not brought to the OWNER's or ENGINEER's attention prior to the bid, the CONTRACTOR is assumed to have bid the most expensive alternative. Article 8. CONTRACT DOCUMENTS The Contract Documents, which comprise the entire agreement between OWNER and CONTRACTOR concerning the Work, consist of the following, each of which are incorporated herein by reference: 8.1 Standard Form of Agreement(Section 00500). 8.2 Performance, Payment, and/or Maintenance Bonds (Sections 00610, 00611, and 00612). 8.3 General Conditions of Agreement (Section 00700), including Attachment No. 1 Workers' Compensation Insurance Coverage, Attachment No. 2 Agreement for Final Payment and Contractor's Sworn Release, and Attachment No. 3 Owner's Insurance Requirements of Contractor. 8.4 Special Conditions of Agreement(Section 00800). 8.5 TxDOT Local Government Project Procedures documents (Section 00850). 8.6 Plans, consisting of sheets numbered 1 through 298 inclusive with attachments with each sheet bearing the following general title: Max Road (CR 108) 2-2015 00500-4 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 8.7 Instructions to Bidders and CONTRACTOR's Bid Proposal, including any Addenda referenced therein. 8.8 Technical Specifications for the Work. 8.9 The following, which may be delivered or issued after this Agreement becomes effective: Any Change Orders or other documents amending, modifying, or supplementing the Contract Documents in accordance with the General Conditions. There are no Contract Documents other than those listed above in this Article 8. The Contract Documents may only be amended, modified or supplemented as provided in the General Conditions. Article 9. MISCELLANEOUS 9.1 Terms used in this Agreement which are defined in Section 1, "Definitions and Interpretations" of the General Conditions will have the meanings indicated in the General Conditions. 9.2 No assignment by a party hereto of any rights under or interests in the Contract\ Documents will be binding on another party hereto without the written consent of the party sought to be bound; and specifically but without limitation moneys that may become due and moneys that are due may not be assigned without such • consent (except to the extent that the effect of this restriction may be limited by law), and unless specifically stated to the contrary in any written consent to an assignment, no assignment will release or discharge the assignor from any duty or responsibility under the Contract Documents. 9.3 OWNER and CONTRACTOR each binds itself, its partners, successors, assigns and legal representative to the other party hereto, its partners, successors, assigns and legal representatives in respect of all covenants, agreements and obligations contained in the Contract Documents. 9.4 CONTRACTOR agrees to warranty the Work for a period of one (1) year from Substantial Completion against defects in materials and workmanship. CONTRACTOR agrees to repair or replace any defective work within this warranty period immediately unless such repairs require long lead time materials and equipment in which case CONTRACTOR shall provide an agreeable schedule for repairs at no additional cost to OWNER. 9.5 The Work will be completed according to the Contract Documents and in accordance with codes, ordinances, and construction standards of the City of Pearland, and all applicable laws, codes and regulations of governmental authorities. 9.6 In the event any notice period required under the Contract Documents is found to be shorter than any minimum period prescribed by applicable law, the notice period required shall be construed to be the minimum period prescribed by applicable law. 2-2015 00500-5 of 7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 9.7 This Contract and the Contract Documents, insofar as they relate in any part or in any way to the Work undertaken therein, constitute the entire agreement between the parties hereto, and it is expressly understood and agreed that there are no agreements or promises by and between said parties, except as aforesaid, and that any additions thereto or changes shall be in writing. 9.8 The provisions of this Contract shall be applied and interpreted in a manner consistent with each other so as to carry out the purposes and the intent of the parties, but if for any reason any provision is unenforceable or invalid, such provisions shall be deemed severed from this Contract and the remaining provisions shall be carried out with the same force and effect as if the severed provision had not been part of this Contract. • 9.9 The headings of the paragraphs are included solely for the convenience of reference and if there is any conflict between the headings and the text of this Contract, the Contract text shall control. 9.10 The waiver of any breach hereof shall not constitute a waiver of any subsequent breach of the same or any other provision hereof. Failure by the OWNER in any instance to insist upon observance or performance by CONTRACTOR shall not be deemed a waiver by CONTRACTOR of any such observance or performance. No waiver will be binding upon OWNER unless in writing and then will be for the particular instance only. Payment of any sum by OWNER to CONTRACTOR with knowledge of any breach or default will not be deemed a waiver of such breach or default or any other breach or default. 9.11 The CONTRACTOR acknowledges that the OWNER(through its employee handbook) considers the following to be misconduct that is grounds for termination of an employee of the OWNER: Any fraud, forgery, misappropriation of funds, receiving payment for services not performed or for hours not worked, mishandling or untruthful reporting of money transactions, destruction of assets, embezzlement, accepting materials of value from vendors, or consultants, and/or collecting reimbursement of expenses made for the benefit of the OWNER. The CONTRACTOR agrees that it will not, directly or indirectly; cause an employee of the OWNER to engage in such misconduct. 9.12 The CONTRACTOR agrees to comply with Appendix A (attached) of the City of Pearland's Title VI Nondiscrimination Plan Assurances. 2-2015 00500-6 of 7 Project No. TR1205 CITY OF PEARLAND STANDARD.FORM OF AGREEMENT IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in duplicate. One counterpart each has been delivered to OWNER and one to. CONTRACTOR. This Agreement will be effective upon execution and attestation by authorized representatives of the City of Pearland and upon the following date: October 23rd 2017 OWNER: CONTRAC OR: CITY OF.P RL, SER Co s ruct'on P C. By: By: Title: V h a, L .. Title: .: Rosbel E. amo / President Date: 13 �. Date: October 23rd,2017. .' . .. . - • (Corporate Seal) ATTEST ATTE,�. . /f.I Address for g g notices 'tA LA A. 3636 Pasadena Blvd. TO`�: 'er " Pasadena,Texas 77503 • • Ph - - one: _ 713 473 7900 Fax: 713-473-7919 .. . Agent for service of process: :. • . .Rosbel E.Ramos • • • END OF SECTION 2-2015 00500-.7 of 7 60 • • Title VI Nondiscrimination Assurances APPENDIX A During the performance of this contract, the contractor, for itself, its assignees and successors in interest (hereinafter referred to as the "contractor') agrees as follows: (1) Compliance.with Regulations: The contractor shall comply with the Regulations relative to nondiscrimination in Federally-Assisted programs of the Department of Transportation (hereinafter, "DOT') Title 49, Code of Federal Regulations, Part 21, as they may be amended from time to time, (hereinafter referred to as the Regulations),which are herein incorporated by reference and made a part of this contract. (2) Nondiscrimination: The contractor, with regard to the work performed by it during the contract, shall not discriminate on the grounds of race, color, or national origin in the selection and retention of subcontractors, including procurements of materials and leases 'of equipment. The contractor shall not participate either directly or indirectly in the discrimination prohibited by Section 21.5 of the • Regulations, including employment practices when the contract covers a program set forth in Appendix B of the Regulations. (3) Solicitations for Subcontracts, including Procurements of Materials and Equipment: In all solicitations either by competitive bidding or negotiation made by the contractor for work to be performed under a subcontract, including procurements of materials or leases of equipment, each potential subcontractor or supplier shall pp be notified by the contractor of the contractor's obligations under this contract and the Regulations relative to nondiscrimination on the grounds of race, color, or national origin. (4) Information and Reports: The contractor shall provide all information and reports required by the Regulations or directives issued pursuant thereto, and shall permit access to its books;records, accounts, other sources of information, and its facilities as may be determined by the Sub-Recipient or the Federal Highway Administration to be pertinent to ascertain compliance with such Regulations, orders and instructions. Where any information required of a contractor is in the exclusive possession of another who fails or refuses to furnish this information the contractor shall so certify to the Sub-Recipient, or the Federal Highway Administration as appropriate, and shall set forth what efforts it has made to obtain the information. (5) Sanctions for Noncompliance: In the event of the contractor's noncompliance with . the nondiscrimination provisions of this contract,the Sub-Recipient shall impose such contract sanctions as it or-the Federal Highway Administration may determine to be appropriate, including, but not limited to: . (a) withholding of payments to the contractor under the contract until the contractor complies, and/or (b) cancellation, termination or suspension of the contract, in whole or in part. 61 • • (6) Incorporation of Provisions:The contractor shall include the provisions of paragraphs (1) through (6) in every subcontract,including procurements of materials and leases of equipment, unless exempt by the Regulations; or directives issued pursuant thereto. The contractor shall take such action with respect to any subcontract or procurement as the Sub-Recipient or the Federal Highway Administration may direct as a means of enforcing such provisions including sanctions for non-compliance. Provided, however, that, in the event a contractor becomes involved in, or is threatened with, litigation with a subcontractor or supplier as a result of such direction, the contractor may request the Sub-Recipient to enter into such litigation to protect the interests of the Sub-Recipient, and, in addition, the contractor may request the United States to enter into such litigation • to protect the interests of the United States. 62 CERTIFICATE OF INTERESTED PARTIES FORM 1295 1of1 Complete Nos.1-4 and 6 if there are interested parties. OFFICE USE ONLY Complete Nos.1,2,3,5,and 6 if there are no interested parties. CERTIFICATION OF FILING 1 Name of business entity filing form,and the city,state and country of the business entity's place Certificate Number: of business. 2017-275106 SER Construction Partners, LLC. Pasadena,TX United States Date Filed: 2 Name of governmental entity or state agency that is a party to the contract for which the form is 10/23/2017 being filed. City of Pearland Date Acknowledged: 3 Provide the identification number used by the governmental entity or state agency to track or identify the contract,and provide a description of the services,goods,or other property to be provided under the contract. • TR1205 - Max Road(CR 108)City of Pearland,Texas CSJ NO.0912-31-273 COP PN:TR1205 4 Nature of interest Name of Interested Party City,State,Country(place of business) (check applicable) Controlling I Intermediary Ramos, Miguel . Pasadena,TX United States X Ramos, Ricardo Pasadena,TX United States X • Ramos,.Rosbel Pasadena,TX United States X Ramos, Rosbel Eddie Pasadena,TX United States X • • • 5- Check only if there is NO Interested Party. ❑ 6 AFFIDAVIT , I swear,or affir er pen-ty of;erjury,that the above disclosure is true and correct. ,��.0/PV1,i� REGINA I. DELGADO Pr°,: :�=Notary Public,State of Texas i/ J "�� •Qy2 Comm. Expires 06-09-2020 Notary ID 11750189 Signature of a hori •d a.- t o I! racting business entity .,,,,,, AFFIX NOTARY STAMP/SEAL ABOVE • Sworn to and subscribed before me,by the said Rosbel E. Ramos ,this the 23rd day of October 20 � ,to certify which,witness my hand and seal of office. Public Notary i ature of officer adminis ring oath Printed name of officer administering oath Title of officer administering oath • • Forms provided by Texas Ethics Commission www.ethics.state.tx.us Version V1.0.3337 CITY OF PEARLAND Project No. TR1205 PERFORMANCE BOND Section 00610 BOND NO.46BCSHT0275 PERFORMANCE BOND • STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS: That SER Construction Partners,LLC of the City of Pasadena , County of Harris , and State of Texas, as principal, and Hartford Fire Insurance Company authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland as Obligee (Owner), in the penal sum of$ 6,797,521.78 for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors, and assigns,jointly and severally, by these presents: WHEREAS, the Princi al has entered into a certain written contract with the Owner, effective as of the 2-S,Kday of bar- , 20 P7, (the "Contract") to commence and complete the construction of certain improvements described as follows: Max Road (CR 108) From FM 518 to Hughes Ranch Road City of Pearland,Texas COP PN: TR1205 BID NO.: 0617-14 which Contract, including the Contract Documents as defined therein, is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform said Contract Work and shall in all respects duly and faithfully observe and perform all and singular the covenants, conditions, and agreements in and by said Contract agreed and covenanted by the Principal to be observed and performed, and according to the true intent and meaning of said Contract and Contract Documents, then this obligation shall be void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the Work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Contract, or to the Work to be performed thereunder. 12/2007 00610- 1 of 2 64 CITY OF PEARLAND Project No. TR1205 PERFORMANCE BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this day of , 20r1. Principal: Surety: SER Co tr cti n Pa er , Hartford Fire s ran C any By: By: Ros el E. R o ichele Bonnin Title: President Title: Attorney-In-Fact • Address: Address: 3636 Pasadena Boulevard 3000 Internet Bouelvard, Suite 600 Pasadena,Texas 77503 Frisco,Texas 75034 Telephone: (713)473-7900 Telephone: (469)287-0246 Fax: (713)473-7919' Fax: (866)275-5989 NOTICE: THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER; 1-800-252-3439. END OF SECTION • • 12/2007 • 00610-2 of 2 65 • CITY OF PEARLAND Project No. TR1205 PAYMENT BOND Section 00611 BOND NO.46BCSHT0275 PAYMENT BOND STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS:That SER Construction Partners.LLC of the City of Pasadena , County of Harris , and State of Texas, as principal, and Hartford Fire Insurance Company authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland as Obligee (Owner), in the penal sum of$ 6,797,521.78 for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors, and assigns,jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, effective as of the 2S,O. day of OcLLL - , 20 \), (the "Contract") to commence and complete the construction of certain improvements described as follows: Max Road (CR 108) From FM 518 to Hughes Ranch Road City of Pearland,Texas COP PN: TR1205 BID NO.: 0617-14 which Contract, including the Contract Documents as defined therein, is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. • NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall pay all claimants supplying labor or material to him or a subcontractor in the prosecution of the Work provided for in said Contract, then, this obligation shall be void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the Work performed thereunder, or,the plans, specifications, or drawings accompanying the same, shall in any way affect,its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Contract, or to the Work to be performed thereunder. 07/2006 00611 - 1 of 2 66 CITY OF PEARLAND Project No. TR1205 PAYMENT BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 23 day of OcVE\ , 201"). Principal: Surety: SER Cons tion Part ers Hartford Fire In ran Co i any By: By: Rosbel E. R os ichele Bonnin Title: President Title: Attorney-In-Fact Address: Address: 3636 Pasadena Boulevard 3000 Internet Bouelvard, Suite 600 Pasadena,Texas 77503 Frisco,Texas 75034 Telephone: (713)473-7900 Telephone: (469)287-0246 Fax: (713)473-7919 Fax: (866)275-5989 NOTICE: THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER; 1-800-252-3439. END OF SECTION • 07/2006 00611 -2 of 2 67 • CITY OF PEARLAND Project No. TR1205 ONE-YEAR MAINTENANCE BOND Section 00612 BOND NO.46BCSHT0275 ONE-YEAR MAINTENANCE BOND STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS: That SER Construction Partners,LLC of the City of Pasadena , County of Harris , and State of Texas, as principal, and Hartford Fire Insurance Company authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland as Obligee (Owner), in the penal sum of$ 6,797,521.78 for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors, and assigns,jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, effective as of the day of Ck.a\-)e,- , 20\I, (the "Contract") to commence and complete the construction of certain improvements described as follows: Max Road (CR 108) From FM 518 to Hughes Ranch Road City of Pearland,Texas COP PN: TR1205 BID NO.: 0617-14 which Contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully correct all such work not in accordance with the Contract Documents discovered within the one-year period from the date of substantial completion, then this obligation shall be void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this•bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. 07/2006 00612- 1 of 2 68 CITY OF PEARLAND Project No. TR1205 ONE-YEAR MAINTENANCE BOND IN WITNESS WHE OF, the said Principal and Surety have signed and sealed this instrument this 2?.�-(day of s\e^ , 20 Principal: Surety: SER Con ruc on P rtner , LC Hartford Fire sura e p By: By: al k Rosbel E. Rams Michele Bonnin Title: President _ Title: Attorney-In-Fact Address: Address: 3636 Pasadena Boulevard 3000 Internet Bouelvard, Suite 600 Pasadena,Texas 77503 Frisco,Texas 75034 Telephone: (713)473-7900 Telephone: (469)287-0246 Fax: (713)473-7919 Fax: (866)275-5989 NOTICE: THE ADDRESS OF THE SURETY COMPANY TO WHICH ANY NOTICE OF CLAIM SHOULD BE SENT MAY BE OBTAINED FROM THE TEXAS DEPARTMENT OF INSURANCE BY CALLING ITS TOLL-FREE TELEPHONE NUMBER; 1-800-252-3439. • END OF SECTION 07/2006 00612-2 of 2 69 Direct Inquiries/Claims to: THE HARTFORD POWER OF ATTORNEY ONE HABOND,T-4 RTFORD PLAZA HARTFORD,CONNECTICUT 06155 call:888-266-3488 or fax:860-757-5835 • _NOW ALL PERSONS BY THESE PRESENTS THAT: Agency Code: 61-615323.&46-508152 X Hartford Fire Insurance Company, a corporation duly organized under the laws of the State of Connecticut X Hartford Casualty Insurance Company,a corporation duly organized under the laws of the State of Indiana • Hartford Accident and Indemnity Company, a corporation duly organized under the laws of the State of Connecticut Hartford Underwriters Insurance Company,a corporation duly organized under the laws of the State of Connecticut Twin City Fire Insurance Company,a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of Illinois,a corporation duly organized under the laws of the State of Illinois Hartford Insurance Company of the Midwest,a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of the Southeast,a corporation duly organized under the laws of the State of Florida having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the"Companies")do hereby make, constitute and appoint, up to the amount of unlimited: Philip Baker, Edward Arens, Michele Bonnin, Erica Anne Cox, Jillian McKenzie of The Woodlands, TX their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above, to sign its name as surety(ies)only as delineated above by ®, and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature thereof,on behalf of the Companies in their business of guaranteeing the fidelity of persons,guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. In Witness Whereof, and as authorized by a Resolution of the Board of Directors of the Companies on August 1, 2009 the Companies have caused these presents to be signed by its Vice President and its corporate seals to be hereto affixed, duly attested by its Assistant Secretary. Further, pursuant to Resolution of the Board of Directors of the Companies,the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney. STe rtkr Vr�°� �a'. =.:rr re? r ,.A r !!!,,,,,, ;7, •1 �` a..nety •�atrw► :Ig7 0 ;0 '' ' .y.em•s, �M.. �s:d. J*m '� ',•a .�,'s a 7 0 1 � �? 79't9 f * 'ar•`"- � .• �j►R'�Lost J ~ �"'.,''.igoi5' ,. • :. CD_ Wesley W.Cowling,Assistant Secretary M.Ross Fisher,Vice President STATE OF CONNECTICUT Ss, Hartford COUNTY OF HARTFORD On this 12th day of July, 2012, before me personally came M. Ross Fisher, to me known, who being by me duly sworn, did depose and say: that he resides in the County of Hartford, State of Connecticut; that he is the Vice President of the Companies, the corporations described in and which executed the above instrument; that he knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals; that they were so affixed by authority of the Boards of Directors of said corporations and that he signed his name thereto by like authority. T MqY. friten • Kathleen T.Maynard Notary Public CERTIFICATE My Commission Expires July 31,2016 I, the undersigned, Vice President of the Companies, DO HEREBY CERTIFY that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies,which is still in full force effective as of Signed and sealed at the City of Hartford. Q L :�wn..,e.1ri.i s V0a r a toc+.��.^' "c°boM `a .,s-.�+IY• �` ' •�i ran B,7 i • f II i t r dot I f 0 ;;; ' te �� ` ;r r✓ti�y^��.Cs,v ��s J�o a�• '.:'I8 T 9 e, ' I97j :.. .: • ii:Tt() ^71 Gary W.Stumper,Vice President IMPORTANT NOTICE AVISO IMP.ORTANTE To obtain information or make a complaint: Para obtener informacion o para someter una queja. You may contact your agent. Puede comunicarse con su agente. You may call Hartford Insurance Group at the toll free telephone number for information or to Usted puede Ilamar al numero de telefono make a complaint at: gratis de The Hartford Insurance Group para informacion o para someter una queja al 1-800-392-7805 1-800-392-7805 You may also write to The Hartford: Usted tambien puede escribir a The Hartford. The Hartford The Hartford Hartford Financial Products Hartford Financial Products 2 Park Avenue, 5t" Floor 2 Park Avenue, New York, New York 10016 .5th Floor 1-212-277-0400 New York, New York 10016 1-212-277-0400 You may contact the Texas Department of Insurance to obtain information on companies, Puede comunicarse con el Departamento de coverages, rights or complaints at: Seguros de Texas para obtener informacion acerca de companias, coberturas, derechos o quejas al: 1-800-252-3439 1-800-252-3439 You may write the Texas Department of Puede escribir al Departamento de Seguros de Insurance Texas P.O. Box 149104- P.O. Box 149104 Austin, TX 78714-9104 Austin, TX 78714-9104 Fax Number (512) 490-1007 Fax Number(512)490-1007 Web: http://www.tdi.state.tx.us Web: http://www.tdi.state.tx.us E-mail: ConsumerProtection@tdi.state.tx.us E-mail: ConsumerProtection@tdi.state.tx.us PREMIUM OR CLAIMS 'DISPUTES: Should DISPUTAS SOBRE PRIMAS 0 RECLAMOS: you have a dispute concerning your Si tiene una disputa concerniente a su premium or about a claim you should prima o a un reclamo, debe comunicarse contact the agent first. If the dispute is not con su agente primero. Si no se resuelve la resolved, you may contact the Texas disputa, puede entonces comunicarse con Department of Insurance. el departamento (TDI). ATTACH THIS NOTICE TO YOUR POLICY: UNA ESTE AVISO A SU POLIZA: Este aviso This notice is for your information only and es solo para proposito de informacion y no does not become a part or condition of the se convierte en parte o condicion del attached document. documento adjunto. F-4275-1,./TX4275-1 HR 42 H006 00 0807 CITY OF PEARLAND Project No. TR1205 PARTIAL WAIVER OF LIEN Section 00615 PARTIAL WAIVER OF LIEN AND PAYMENT AFFIDAVIT The undersigned contracted with City of Pearland to furnish in connection with certain improvements to real property located in the City of Pearland, TX and owned by the City of Pearland which improvements are described as follows: In consideration of Pay Estimate No. in the amount of$ the undersigned, on oath, states that all persons and firms who supplied labor and materials to the undersigned in connection with said Project will be fully paid within 30 days of the date of this document by the undersigned for such work through In consideration of the payment herewith made, the undersigned does fully and finally release and hold harmless the City of Pearland and its surety, if any, through the above date from any and all claims, liens, or right to claim or lien, arising out of this Project under any applicable bond, law or statue. It is understood that this affidavit is submitted to induce payment of the above sum and for use by the City of Pearland in assuring the Owner and others that all liens and claims relating to the said Project furnished by the undersigned are paid. Signature Printed Name&Title Company Name State of County of Subscribed and sworn to,before me, this day of , 20 My Commission Expires: • Notary Public 5-12-12 70 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT Section 00700 GENERAL CONDITIONS OF AGREEMENT TABLE OF CONTENTS Page No. 1.0 DEFINITIONS AND INTERPRETATIONS 1 1.01 Owner, Contractor and Engineer 1.02 Contract Documents 1.03 Subcontractor 1.04 Written Notice 1.05 Work 1.06 Extra Work 1.07 Work Day 1.07-1 Rain Day 1.07-2 Impact Day 1.08 Calendar Day 1.09 Substantially Completed 1.10 Interpretation of Words and Phrases 1.11 Referenced Standards . 1.12 Contract Time 1.13 Construction Inspector 1.14 Balancing Change Order 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 4 • 2.01 No Warranty of Design • 2.02 Right of Entry 2.03 Ownership of Plans 10-2012 00700-i 71 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT - 2.04 Changes and Alterations ,2.05 Damages 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 6 3.01 Owner-Engineer Relationship 3.02 Keeping of Plans and Specifications Accessible 3.03 Preliminary Approval 3.04 Inspection by Engineer 3.05 Determination of Questions and Disputes 3.06 Recommendation of Payment 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 8 '4.01 Independent Contractor 4.02 Contractor's Understanding 4.03 Laws and Ordinances 4.04 Assignment and Subletting 4.05 Performance and Payment Bonds [and Maintenance Bond] 4.06 Insurance 4.07 Permits and Fees 4.08 Texas State Sales Tax 4.09 Contractor's Duty and Superintendence 4.10 Character of Workers 4.11 Labor, Equipment, Materials, Construction Plant and Buildings 4.12 Sanitation 0 4.13 Cleaning and Maintenance 4.14 Performance of Work 4.15 Right of Owner to Accelerate the Work 10-2012 00700- 72 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 4.16 Layout,of Work 4.17 Shop Drawings 4.18 Engineer-Contractor Relationship; Observations 4.19 Observation and Testing 4.20 Defects and Their Remedies • 4.21 Liability for Proper Performance 4.22 Protection Against Accident To Employees and the Public 4.23 Protection of Adjoining Property 4.24 Protection against Claims of Subcontractors, Laborers,Materialmen, and Furnishers of Equipment,Machinery and Supplies 4.25 Protection Against Royalties or Patented Invention 4.26 Indemnification 4.27 Losses From Natural Causes 4.28 Guarantee 5.0 PROSECUTION AND PROGRESS 18 5.01 Time and Order of Completion 5.02 Extension of Time 5.03 Hindrances and Delays 5.04 Suspension of Work 5.05 Liquidated Damages for Delay 5.06 Change of Contract Time 5.07 Delays Beyond Owner's and Contractor's Control 6.0 MEASUREMENT AND PAYMENT 21 6.01 Discrepancies and Omissions 6.02 Quantities and Measurements 10-2012 00700- 73 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 6.03 Estimated Quantities 6.04 Price of Work 6.05 Payments 6.06 Partial Payments 6.07 Use of Completed Portions &Punchlist 6.08 Substantial Completion 6.08-1 6.09 Final Payment 6.10 Correction of Work Before Final Payment 6.11 Correction of Work After Final Payment 6.12 Payments Withheld 6.13 Delayed Payments 7.0 EXTRA WORK AND CLAIMS 27 7.01 Differing Site Conditions • 7.02 Suspensions of Work Ordered by the Engineer 7.03 Change Orders 7.04 Request for Work Approval for Work on Non-Work Days • 7.05 Minor Changes 7.06 Extra Work 7.07 Time of Filing Claims 8.0 DEFAULT 30 8.01 Default by Contractor 8.02 Supplementation of Contractor Forces 8.03 Cumulative Remedies & Specific Performance 8.04 Cross-Default 10-2012 00700-iv 74 CITY OF PEARLAND . Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 8.05 Insolvency 8.06 Contingent Assignment 8.07 Waiver of Consequential Damages 8.08 Termination for Convenience 8.09 Default by Owner . 9.0 DISPUTE RESOLUTION 35 ATTACHMENT NO. 1: WORKERS' COMPENSATION INSURANCE COVERAGE Al ATTACHMENT NO. 2: AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR'S SWORN RELEASE B1 ATTACHMENT NO. 3: OWNER'S INSURANCE REQUIREMENTS OF CONTRACTOR Cl • 10-2012 00700-v 75 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT Section 00700 GENERAL CONDITIONS OF AGREEMENT 1.0 DEFINITIONS AND INTERPRETATIONS 1.01 OWNER, CONTRACTOR AND ENGINEER. The OWNER, the CONTRACTOR and the ENGINEER are those persons or organizations identified as such in the Agreement. The term ENGINEER as used in these General Conditions shall refer to the Engineer or Architect identified in the Agreement, as applicable, and means a person authorized to act as a representative of the entity designated by the OWNER to provide professional services required in connection with the preparation of plans and specifications of this Contract. The term CONSTRUCTION MANAGER as used in these General Conditions shall refer to the Construction Manager identified in the Agreement, as applicable, and means a person authorized to act as representative of the entity designated by the OWNER to provide professional services required in connection with the performance of the work of this Contract. The Owner's representative on the project site shall be the CONSTRUCTION MANAGER or ENGINEER as designated., 1.02 , CONTRACT DOCUMENTS. The Contract Documents shall consist of all of the documents identified in Article 8 of the Standard Form of Agreement, which documents, excluding such documents as may be delivered or issued after the Effective Date of the Agreement, as referenced in Article 8, shall be bound together in a Project Manual for the Work. All references to the "Contract" or the "Agreement" in these General Conditions of Agreement shall include the Contract Documents. • The Contract Documents are complementary, and what is required by one shall be binding as if required by all. In the event of any conflict among the Contract Documents, the Contract Documents shall govern in the following order: (1) Modifications in writing and signed by both parties, including any Change Orders; (2) Standard Form of Agreement; (3) Special Conditions of Agreement; (4) General Conditions of Agreement, including Attachment No. 1 —. Workers' Compensation Insurance Coverage, Attachment No. 2 — Agreement for Final Payment and CONTRACTOR'S Sworn Release, and Attachment No. 3 — Owner's Insurance Requirements.of Contractor; (5) Addenda, if any; (6) Plans and Specifications referenced or included in the Project Manual; (7) Instructions to Bidders; (8) Bid Proposal; and 10-2012 00700- 1 of 36 . 76 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS'OF AGREEMENT (9) Exhibits: The,following Exhibits, if any, attached hereto, are incorporated herein, and are a part of this Contract: In the-event a conflict or inconsistency remains between or within the Contract Documents, or the Contract Documents and applicable standards, codes and ordinances, CONTRACTOR shall provide the greater quantity or better quality, or CONTRACTOR shall comply with the more stringent requirements, as determined by ENGINEER. Terms or phrases used in the Contract Documents with a well-known technical or construction industry meaning shall have such recognized meanings. References to standards, specifications, manuals or codes of any technical society, organization or association, or to the laws or regulations of any governmental authority, shall mean the latest in effect on the effective date of the Contract,unless otherwise stated in the Contract Documents. 1 .03 SUBCONTRACTOR. The term "subcontractor", as employed herein, includes those entities having a contract with the CONTRACTOR or a subcontractor for performance of work on the Project. OWNER shall have no responsibility to any subcontractor for performance of work on the Project contemplated by these Contract Documents, and any such subcontractor shall look exclusively to CONTRACTOR for any payments due subcontractor. 1.04 WRITTEN NOTICE. Written Notice shall be deemed to have been duly served if delivered in person or by electronic means through the Pro-Trak to the individual or to'a partner of the partnership or joint venture, or to an officer of the corporation or company for whom it is intended, or if delivered at or sentby Certified Mail, Return Receipt Requested, to the last known business address or registered office of such individual,partnership,joint venture or corporation or company, or to the address for giving notices listed in the Standard Form of Agreement. 1.05 WORK. Unless otherwise stipulated, the CONTRACTOR shall provide and pay for all materials, supplies, machinery, equipment, tools, superintendence, labor, services, insurance, and all water, light, power, fuel, transportation and all other facilities or services of any nature whatsoever necessary for the execution and completion of the Work described in the Standard Form of Agreement. Unless otherwise specified, all materials shall be new, and both workmanship and materials shall be of good quality. The CONTRACTOR shall, if required by the ENGINEER as representative of the OWNER, furnish satisfactory evidence as to the kind and quality of materials. Materials or work described in words which so applied have well-known, technical or trade meaning shall be held to refer to such recognized standards. All work shall be done and all materials shall be furnished in strict conformity with the Contract Documents. 1.06 EXTRA WORK. The term "Extra Work", as used in. this Contract, shall be understood to mean and include all work that may be required by the ENGINEER as representative of the OWNER, to be performed by the CONTRACTOR to accomplish any change, alteration or addition to the work shown in the plans. Extra work shall be authorized in writing by the ENGINEER prior to commencement. Extra Work items are paid for on an as needed, as authorized basis only. 1.07 WORK DAY: As used herein,-a "Work Day" is defined as any Monday through Friday, not a legal holiday, and any Saturday or Sunday specifically approved by the OWNER, in which the CONTRACTOR can perform six or more hours of work per the current construction schedule. CONTRACTOR agrees to request specific approval from the Construction Manager or 10-2012. _ 00700-2 of 36 77 CITY OF PEARLAND. Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT Owner, in advance, to perform work on Saturdays or Sundays and in so doing agrees to pay all charges and costs for Inspection and or Construction Management services required during the. performance of any such approved work. Refer to paragraph 7.05 for procedure to determine cost for Construction Management and Inspection Services for work on non-work days. 1.07-1 RAIN DAY: As used herein, is defined as any WORK DAY during which weather related conditions prevent the CONTRACTOR from performing four (4) or more consecutive hours of work on critical path items as identified in the current construction schedule. CONTRACTOR shall record Rain Days on the Pay Application each month for the review and possible approval by the OWNER. The approved Rain Day is then added to the Contract Time. (See 1.12 Contract Time below) 1.07-2 IMPACT DAY: As used herein, is a day that is added to the CONTRACT TIME by the OWNER by Change Order to extend the Contract Time by one full Work Day. (See 1.12 Contract Time below) Impact Days, once approved by the OWNER, shall extend the Contract Time on a one-to-one basis to replace a Work Day lost to conditions that prevented the CONTRACTOR from performing four (4) or more consecutive hours of work on critical path items. Impact Days are added to the Contract Time by Change Order only at the end of the work and then only if, in the opinion of the OWNER, a time extension is warranted due to delays beyond the control of the Contractor and required to complete the work within the Contract Time. 1.08 CALENDAR DAY. A "calendar day" is any day of the week, month or year no days being excepted. Unless otherwise expressly provided, all references to "day(s)" shall mean calendar day(s). 1 .09 SUBSTANTIALLY COMPLETED: The terms "Substantially Completed", or "Substantially Complete" or "Substantial Completion" as used in this Contract, shall mean that all major process components of the facility or work have been made suitable for use or occupancy, including appropriate documentation from the equipment suppliers that all of the individual components have been installed in accordance with the specifications and manufacturer's recommendations, the installations have been approved by the ENGINEER and the items have met the start-up and testing requirements of the contract documents or is deemed to be in a condition to serve its intended purpose or requires only minor miscellaneous work and adjustment to achieve Final Completion and Acceptance as determined by the ENGINEER. Upon compliance with the above referenced criteria, ENGINEER shall issue a Certificate of Substantial Completion. PARTIAL SUBSTANTIAL COMPLETION: designation will be given on components of the Work that must be placed into service prior to the completion of the entire Work. The contractor's One Year Warranty period for these items shall begin on the date of Partial Substantial Completion as designated by the ENGINEER. The ENGINEER shall determine and make all such designations. 1.10 INTERPRETATION OF WORDS AND PHRASES. Whenever the words "directed", "permitted", "designated", "required", "ordered", "considered necessary", "prescribed" or words of like import are used, it shall be understood that the direction, requirement,permission, order, opinion designation or prescription of the ENGINEER as the OWNER's representative is intended. Similarly, the words "approved", "acceptable", "satisfactory" or words of like import shall mean that no exception is taken by ENGINEER, but does riot relieve CONTRACTOR of responsibility for compliance with the Contract Documents. 10-2012 00700-3 of 36 78 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT Whenever in the Specifications or Plans of the Contract Documents, the terms of description of various qualities relative to finish, workmanship or other qualities of similar kind which cannot, from their nature, be specifically and clearly described and specified, but are necessarily described in general terms, the fulfillment of which must depend on individual judgment, then, in all such cases, any question of the fulfillment of said Specifications shall be decided by the ENGINEER as the OWNER's representative, and said work shall be done in accordance with his interpretations of the meaning of the words, terms or clauses defining the character of the work. 1.11 REFERENCED STANDARDS. No provision of any referenced standard specification, or manual shall be effective to change the duties and responsibilities of the Owner, Engineer, Contractor, or their consultants, employees, or representatives from those set forth in the Contract Documents, nor shall it be effective to assign to the Engineer or its consultants, employees, or representatives any duty or authority to supervise or direct the furnishing or performance of the Work or any duty or authority to undertake responsibilities contrary to provisions of the Contract Documents. 1.12 CONTRACT TIME The term Contract Time as used herein, refers to the number of Calendar days provided to complete the work or the date, stated in the Agreement: (i)to achieve Substantial Completion, and (ii) to complete the Work so that it is ready for final payment as evidenced by ENGINEER's written •recommendation of final payment in accordance with Paragraph 6.09 and as modified as a result of any authorized Extensions. The established.Contract Time includes 40 Rain Days per year, based on the average number of rain days per year for the period of June 1898 to December 1996 as recorded by the Alvin Weather Center Record. The Contract Time shall only be extended by (a) the addition of Rain Days equal to the number of actual Rain Days in excess of 40 days per'year and (b) the number of Impact Days granted for delays, in the opinion of the Owner, beyond the control of the Contractor. The extension of the Contract Time shall be the CONTRACTOR's sole and exclusive remedy for delays. 1.13 CONSTRUCTION INSPECTOR The term "Construction Inspector" here in includes those professionals engaged by the OWNER to ensure CONTRACT work's compliance with the specifications and any applicable statutory requirements. 1.14 BALANCING CHANGE ORDER is a change order executed during the close-out process that may add/remove pay items, or adjust quantities of existing items or remove unused pay items or quantities Balancing Change Orders are used to reconcile the unit cost of the work performed or installed by the Contractor. 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 2.01 NO WARRANTY OF DESIGN. It is understood that the OWNER MAKES NO WARRANTY OF THE ADEQUACY, ACCURACY OR SUFFICIENCY OF THE PLANS AND SPECIFICATIONS OR ANY OTHER DESIGN DOCUMENTS, AND OWNER HEREBY EXPRESSLY DISCLAIMS-ANY SUCH WARRANTY, EXPRESSED OR IMPLIED. Prior to commencing each portion of the Work, CONTRACTOR shall carefully study and compare the relevant Contract Documents, shall observe conditions at the site affecting the Work, and shall take field measurements of existing conditions related to the Work. Any errors, omissions or 10-2012 00700-4 of 36 79 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT inconsistencies in the Contract Documents noted by the CONTRACTOR, and/or any variance between the Contract.Documents and applicable codes, standards or ordinances, shall be promptly reported. by CONTRACTOR to ENGINEER in writing as a Request for Information. Work performed prior to a Request for Information shall be at the Contractor's risk. If CONTRACTOR fails to perform its obligations under this paragraph, CONTRACTOR shall pay such costs and damages to OWNER as would have been avoided if CONTRACTOR had reported any errors, omissions, inconsistencies or variances in the Contract Documents noted by CONTRACTOR or which should have been noted by a careful study of the Contract.Documents. CONTRACTOR shall comply with the Contract Documents, all approved modifications thereof and additions and alterations thereto approved in writing by the OWNER. The burden of proof of such compliance shall be upon the CONTRACTOR to show that he has complied with the requirements of the Contract Documents and approved modifications thereof and all approved additions and alterations, thereto, as the same shall have been interpreted by the ENGINEER. 2.02 RIGHT OF ENTRY. The OWNER reserves the right to enter the property or location on which the work herein contracted for is to be performed, constructed or installed, for itself or such agent or agents as it may select, for the purpose of inspecting the work, or for the purpose of performing, constructing or installing such collateral work as the OWNER may desire. The OWNER shall have the right to make inspections at all reasonable times, and the CONTRACTOR hereby waives any claims for extension of time and/or compensation for any loss or damage if his work shall be delayed by reason of such inspection, performance, construction or installation of collateral work. 2.03 OWNERSHIP OF PLANS. All plans, specifications and copies thereof furnished by the OWNER shall not be reused on other work and, with the exception of the sets forming the part of the signed Contract Documents, are to be returned to the OWNER on request at the completion of the Work. All plans and models are the property of the OWNER. 2.04 CHANGES AND ALTERATIONS. The CONTRACTOR further agrees that the Owner may make such changes and alterations, additions and deletions as the OWNER may see fit, in the Work, including but not limited to changes in line, grade, form, dimensions, plans or specifications for the Work herein contemplated, or any part thereof, either before or after the beginning of construction, without affecting the validity of this Contract and the corresponding Performance and Payment Bonds. If such changes or alterations or deletions diminish the quantity or the value of the Work to be done, they shall not constitute the basis for a claim for compensation or damages, including lost or anticipated profits on-the Work that may be affected. If the amount of Work is increased and the work can fairly be classified under the specifications, such increase shall be paid for according to the quantity actually done and at the unit price, if any, established for such work under this Contract, otherwise, such additional work shall be paid for as provided under Article 7 hereof for Extra Work. In case the OWNER shall make such changes or alterations as shall make useless any Work already done,or material already furnished or used in said Work, then the OWNER shall • compensate the CONTRACTOR for any material or labor so used and for any actual loss occasioned by such change due to actual expenses incurred in preparation for the Work as ' originally planned. 2.05 DAMAGES. In the event the OWNER is damaged in the course of the work by the act, negligence, omission, mistake or default of the CONTRACTOR, or should the 10-2012 00700-5 of 36 80 CITY OF PEARLAND Project No.TR1205 GENERAL CONDITIONS OF AGREEMENT CONTRACTOR unreasonably delay the progress of the work being done by others on the job so as to cause loss for which the OWNER becomes liable, then the CONTRACTOR shall reimburse N the OWNER for such loss. 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 3.01 OWNER-ENGINEER RELATIONSHIP. The ENGINEER shall serve as the OWNER'S representative during construction. The duties, responsibilities and limitations on the authority of the ENGINEER as the OWNER's representative during construction are set forth in the Contract Documents; and the ENGINEER shall not have authority to extend the OWNER's liability or to bind the OWNER for any additional liability of any nature whatsoever without the written consent of the OWNER. Any communications by the OWNER to the CONTRACTOR regarding the Work shall be issued through the ENGINEER. • It is the intent of this Agreement that there shall be no delay in the execution of the Work; therefore, written decisions or directions rendered by the ENGINEER as the OWNER's representative shall be promptly carried out, and any claim arising therefrom shall be resolved as provided in Article 7. Unless otherwise specified, it is mutually agreed between the parties to this Agreement that the OWNER'S representative shall have the authority to issue written stop work orders whenever such stoppage may be necessary to insure the performance of the Work in accordance with the Contract Documents. 3.02 KEEPING OF PLANS AND SPECIFICATIONS ACCESSIBLE. The ENGINEER shall furnish the CONTRACTOR with four (4) copies of all Plans and Specifications without expense to the CONTRACTOR, and the CONTRACTOR shall keep one full size copy of the same constantly accessible on the job site, with the latest revisions noted thereon. The CONTRACTOR shall be responsible for preserving the Plans and Specifications, timely and accurately updated, for reference and review by the OWNER or the ENGINEER and submittal of redlines during closeout. 3.03 PRELIMINARY APPROVAL. The ENGINEER shall not have the power to waive the obligations imposed under this Contract for the furnishing by the CONTRACTOR of new material of good quality, and for good and workmanlike performance of the Work as herein described, and in full accordance with the Contract Documents, without alteration, deletion or change. No failure or omission of the OWNER'S representative to discover, object to or condemn any non-conforming or defective work or material, or to stop work, shall release the CONTRACTOR from the obligation to fully and properly perform the Contract, including without limitation, the obligation to at once remove and properly replace any defective work or material at any time prior to final acceptance, upon discovery of such non-conforming or defective work or material. Any questioned Work may be ordered taken up or removed for inspection by the ENGINEER prior to 'final acceptance, and if found not to be in accordance with the Contract Documents, all expense of removing, inspection and repair or replacement shall be borne by the CONTRACTOR; otherwise the expense thus incurred shall be allowed as Extra Work and shall be paid for by the OWNER, provided that where inspection or approval is specifically required by the Specifications prior to performance of certain work, should the CONTRACTOR proceed with such work without requesting prior inspection or approval, he shall bear all expense of taking up, removing and replacing this work if so directed by the ENGINEER. 10-2012 00700-6 of 36 81 CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 3.04 INSPECTION BY ENGINEER. The ENGINEER will make periodic visits to the site to observe the progress and quality of the executed Work and to determine if such Work generally meets the essential performance and design features and the technical, functional /or engineering requirements of the Contract Documents, and is in all other respects being performed in compliance with the Contract Documents. However, the ENGINEER shall not be responsible .for making any detailed, exhaustive, comprehensive or continuous on-site inspections to check the quality and/or quantity of the work, nor shall the ENGINEER be in any way responsible, directly or indirectly, for the construction means, methods, techniques, sequences, quality, procedures, programs, safety precautions or lack of same incident to the Work being performed or any part thereof. The ENGINEER shall use reasonable care to prevent deviation from the intent and substance of the Contract Documents by the CONTRACTOR in the performance of the Work and any part thereof and, on the basis of such on-site observations,will keep the OWNER informed of the progress of the work and will endeavor to guard the OWNER against defects and deficiencies in the Work of the CONTRACTOR. Notwithstanding any other provision of this Agreement or any other Contract Document, the ENGINEER shall not be in any way responsible or liable for any acts, errors, omissions or negligence of the CONTRACTOR, any subcontractors, agents, servants or employees or any other person, firm or corporation performing or attempting to perform any of the Work. 3.05 DETERMINATION OF QUESTIONS AND DISPUTES. In order to prevent delays and disputes and to discourage litigation, it is agreed that the ENGINEER shall, in all cases, determine the quantities and qualities of the several kinds of Work, which are to be paid for under this Contract. The ENGINEER shall address all questions in relation to said Work and the construction thereof, as well as all claims, disputes and other matters in question between the CONTRACTOR and the OWNER relating to the execution or progress of the Work or the interpretation of the Contract Documents. In the event the ENGINEER shall become aware of or shall receive information that there is a dispute or a possible dispute as to the reasonable interpretation of the terms and conditions .of the Contract Documents, or any other dispute or question, the ENGINEER shall, within a reasonable time, provide a written interpretation of the Contract Documents or a written decision on all questions arising relative to the execution of the Work, copies of which shall be delivered to all parties to the Contract. If the CONTRACTOR or OWNER desires.to take exception to any directions, order, interpretation or instructions of the ENGINEER, CONTRACTOR or OWNER shall present any such claim to the ENGINEER in accordance with the provisions of Section 7.04. 3.06 RECOMMENDATION OF PAYMENT. The ENGINEER shall review the CONTRACTOR's application for payment and supporting documents, shall determine the amount owed to the CONTRACTOR and shall provide written recommendation to the OWNER for payment to the CONTRACTOR in such amount. Such recommendation of payment to CONTRACTOR shall constitute a representation to the OWNER of the.ENGINEER'S judgment that the work has progressed to the point indicated, to the best of his knowledge, information and belief; however, such recommendation of an application for payment to CONTRACTOR shall not be deemed an acceptance of any defective or non-conforming Work. Any recommendation of payment by the ENGINEER shall be subject to OWNER's rights to withhold payment under Section 6.11 and as otherwise provided in the Contract. 10-2012 00700-7 of 36 82 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 4.01 INDEPENDENT CONTRACTOR. CONTRACTOR is, and shall remain, an independent contractor, solely responsible for the manner and method of completing the Work under this Contract, with full and exclusive power and authority to direct, supervise and control his own employees and to determine the means, method and manner of performing such Work, so long as such methods comply with the requirements of the Contract Documents, and do not adversely affect the completed improvements or any other property abutting or adjoining the Work area;the OWNER and ENGINEER being interested only in the result obtained and conformity of such completed improvements to the Plans, Specifications and Contract Documents. The fact that the OWNER or ENGINEER as the Owner's representative shall have the right to observe CONTRACTOR's work during his performance and to carry out the other prerogatives which are expressly reserved to and vested in the OWNER and the ENGINEER hereunder, is not intended to and shall not at any time change or affect the status of the CONTRACTOR as an independent contractor with respect to either the OWNER or the ENGINEER as the OWNER's representative or to the CONTRACTOR's own employees or to any other person, firm or corporation. 4.02 CONTRACTOR'S UNDERSTANDING. It is understood and agreed that the CONTRACTOR has, by careful examination, satisfied himself as to the nature and location of the Work, the conformation of the ground, the character, quality and quantity of the materials to be encountered, the character of equipment and facilities needed preliminary to and during the prosecution of the Work, the general and local conditions, including but not limited to weather, access, lay down and storage areas, and all other matters which in any way affect the Work under this Contract. It is further understood that the CONTRACTOR. has satisfied himself as to the terms, meaning, intent and requirements of all of the Contract Documents, 'and applicable laws, codes, regulations and ordinances. CONTRACTOR hereby warrants and represents that it has taken into consideration all of the foregoing factors, and CONTRACTOR shall perform the Work for the Contract Price and within the Contract Time. No verbal agreement or conversation with any officer, agent or employee of the OWNER or the ENGINEER, either before or after the execution of this Contract, shall affect or modify any of the terms or obligations herein contained. 4.03 LAWS AND ORDINANCES. The CONTRACTOR shall at all times observe and comply with all federal, state or local laws, codes, ordinances, permits and regulations, regardless • of whether the same are adopted before or after the execution of this Contract, which in 'any manner affect the Contract or the work, and shall indemnify, save and hold harmless the OWNER and the ENGINEER against any claim arising out of the'violation of any such laws, ordinances and regulations, whether by the CONTRACTOR or his agents, employees, subcontractors or vendors. If the CONTRACTOR observes that the Plans and Specifications are at variance with federal or state laws or codes or the ordinances or regulations of the City, he shall promptly notify the ENGINEER in writing, and any necessary changes shall be made as provided in the Contract for changes in the work. If the CONTRACTOR performs any work knowing it to be contrary to such laws, codes, ordinances, rules or regulations, or if CONTRACTOR reasonably should have known of any such violation, and without such notice to the ENGINEER, CONTRACTOR shall bear all costs arising therefrom. The OWNER is a-Political Subdivision of the State of Texas, and the law from which it derives its powers, insofar as the same regulates the objects for which, or the manner in which, or the conditions under which the OWNER may enter into contracts, shall be controlling and shall be considered as part of this Contract to the same effect as though embodied herein. Neither the act 10-2012 00700-8 of 36 83 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT of OWNER entering into this Contract, nor OWNER's performance hereunder, shall constitute a waiver of any immunity from suit enjoyed by OWNER under applicable law, all such rights and defenses being hereby expressly reserved, notwithstanding any term or provision herein to the contrary. The Code of Ordinances and other applicable regulations of the OWNER shall be deemed to be embodied in this Contract. The prevailing wage rates applicable to this Project shall be either Document 00811 —Wage Scale for Engineering Construction, or Document 00813 —Wage Scale for Building Construction, or both, as set out in the Project Manual. 4.04 ASSIGNMENT AND SUBLETTING. The CONTRACTOR further agrees that he will retain personal control and will give his personal attention to the fulfillment of this Contract and that he will not assign, by power of attorney or otherwise, or sublet said Contract, or any rights, duties or obligations arising thereunder, in whole or in part, without the prior written consent of the OWNER, and that no part or feature of the Work will be sublet to anyone 'objectionable to the ENGINEER or the OWNER. In addition, the OWNER reserves the right to disapprove the subletting of this Contract or any portion hereof on any basis whatsoever. The CONTRACTOR further agrees that the subletting of any portion or feature -of the Work or materials required in the performance of this Contract shall not relieve the CONTRACTOR from his obligations to the OWNER, as provided for by this Agreement. 4.05 PERFORMANCE, PAYMENT AND MAINTENANCE BONDS. In the event the Contract Price shall be in excess of $25,000.00, the CONTRACTOR shall execute separate Performance,Payment and Maintenance Bonds, each in the sum of one hundred percent (100%) of the Contract Price, and each in accordance with the provisions of Chapter 2253 of the Texas Government Code. If the Contract Price does not exceed $25,000.00, the statutory bonds will not be required. All required Bonds shall be payable to OWNER and on forms approved by the OWNER, and shall be executed by a corporate surety in accordance with Article 7.19-1 of the Texas Insurance Code. It is agreed that the Contract shall not be in effect until such original Performance, Payment and Maintenance Bonds are delivered to and approved by the OWNER. The cost of the premium for the Performance, Payment and Maintenance Bonds, should Maintenance Bonds be required, shall be included in the CONTRACTOR's Bid Proposal. All bonds shall be issued by Texas Department of Insurance approved surety companies. 4.06 INSURANCE. The CONTRACTOR, at his own expense, shall procure, maintain and keep in force throughout the duration of the Work, and throughout the Guarantee Period, insurance as specified in Attachment No. 1 hereto with regard to Workers' Compensation Insurance, and as specified in Attachment No. 3 hereto with regard to all other Insurance. Such insurance shall be carried with an insurance company licensed to transact business in the State of Texas and shall cover all operations in connection with this Contract, whether performed by the CONTRACTOR or a subcontractor, or others for whom CONTRACTOR is responsible. 4.07 PERMITS AND FEES. Unless otherwise provided in the Contract Documents, the Contractor shall secure and pay for all permits, licenses, and inspections necessary for proper execution and completion of the Work, and which are legally required at the time bids are received. Permits required by the City of Pearland will be issued as a NO FEE permit. 4.08 TEXAS STATE SALES TAX. Materials incorporated into this project are exempt from State Sales according to provisions of the Texas Tax Code,Chapter 151, Subsection H. 10-2012 00700-9 of 36 84 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT • The Contractor must obtain a limited sales, excise and use tax permit or exemption certificate which shall enable him to buy the materials to be incorporated into the Work without paying tax at due time of purchase. 4.09 CONTRACTOR'S DUTY AND SUPERINTENDENCE. The CONTRACTOR shall give adequate attention to the faithful prosecution and completion of this Contract and shall keep on the work, during its progress, a competent superintendent and any necessary assistants, all satisfactory to the ENGINEER as the OWNER'S representative. The superintendent shall represent the CONTRACTOR in his absence and shall act as the agent of the CONTRACTOR, and all directions given to him shall be binding as if given to the CONTRACTOR. Adequate supervision by competent and reasonable representatives of the CONTRACTOR is essential to the proper performance of the Work, and lack of such supervision shall be an act of default, and grounds for suspending operations of the CONTRACTOR. The Superintendent cannot be removed from the project without the consent of the Owner; the Superintendent must speak and understand the English language; the Superintendent must be on site when any work on the project is being done, even when a subcontractor is performing the work. The Work, from its commencement to completion,.shall be under the exclusive charge and control of the CONTRACTOR, and all risk in connection therewith shall be borne by the CONTRACTOR. Neither the OWNER nor the ENGINEER as the OWNER's representative will be responsible for the acts or omissions of the CONTRACTOR, its subcontractors or any of its agents or employees, or any other persons performing any of the Work. 4.10 CHARACTER OF WORKERS. The CONTRACTOR agrees to employ only orderly and competent workers, skillful in the performance of the type of work required under this Contract, to do the Work, and agrees that whenever the ENGINEER shall inform him in writing that any worker or workers on the Work are, in his opinion, incompetent, unfaithful or disorderly, or in the ENGINEER's opinion, are not using their best efforts for the progress of the Work, such worker or workers shall be 'discharged from the Work and shall not again be employed on the Work without the ENGINEER's written consent. OWNER reserves the right to bar any person, subcontractor, or supplier found to be incompetent, unfaithful, disorderly, or not using their best efforts to progress work or considered to be a threat to the health, safety and welfare to the project or workforce. 4.11 LABOR, EQUIPMENT, MATERIALS, CONSTRUCTION PLANT, AND BUILDINGS. The CONTRACTOR shall provide all labor, services, tools, equipment, machinery, supplies, facilities, utilities and materials necessary in the prosecution and completion of this Contract where it is not otherwise specifically provided that the OWNER shall furnish same; and further, the CONTRACTOR shall be responsible for the care, preservation, conservation and protection of all materials, supplies, machinery, equipment, tools, apparatus, accessories, facilities, all means of construction and any and all parts of the Work, whether the CONTRACTOR has been paid, partially paid or not paid for such Work, until the entire Work is completed and accepted. The building or placement of structures for housing workers or offices, or the erection of tents or other forms of protection, will be permitted only with the ENGINEER's written permission, and at 10-2012 00700- 10 of 36 85 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT such places as the ENGINEER shall direct, and the sanitary conditions of the grounds in or about °` such structures shall at all times be maintained in a manner satisfactory to the ENGINEER. Any structures of any nature constructed, placed or erected by the CONTRACTOR for the purposes herein set out, shall be the sole responsibility of the CONTRACTOR as to the proper erection, placement or construction thereof; and the CONTRACTOR agrees to indemnify and hold the ENGINEER or OWNER harmless from any claims of any nature whatsoever brought against either of them for damages allegedly sustained by anyone by reason of the erection, placement, construction or maintenance of CONTRACTOR's buildings or structures. 4.12 SANITATION.Necessary sanitary conveniences for the use of laborers and others on the Work site, properly secluded from public observation, shall be constructed and maintained by the CONTRACTOR in such manner and at such points as shall be approved by the ENGINEER, and their use shall be strictly enforced. Any structures of any nature constructed or erected by the CONTRACTOR for the purposes herein set out, shall be the sole responsibility of the CONTRACTOR as to the proper erection or construction thereof, and the CONTRACTOR agrees to indemnify and hold the ENGINEER and OWNER harmless from any claims of any nature whatsoever brought against either of them for damages allegedly sustained by anyone by reason of the erection, construction or maintenance of CONTRACTOR's buildings. 4.13. CLEANING AND MAINTENANCE. The CONTRACTOR shall at all times keep and maintain the premises free from accumulation of debris, trash and waste. The CONTRACTOR shall remove waste, debris and trash at the end of each work day. CONTRACTOR shall remove all such debris, trash and waste, tools, scaffolding and surplus materials, and shall leave the Work broom-clean or its equivalent, upon ompletion of the Work. The Work shall be left in good order and condition. In case of dispute, the OWNER may remove the debris, trash, waste and surplus materials, and charge the cost to the CONTRACTOR. 4.14 PERFORMANCE OF WORK. It is further agreed that it is the intent of this Contract that all Work must be done and all material must be furnished in accordance with the generally accepted practice for such materials furnished or work completed, unless otherwise provided in the Contract Documents. 4.15 RIGHT OF OWNER TO ACCELERATE THE WORK. If at any time the methods or equipment used by the CONTRACTOR, or the work force supplied are found to be inadequate to achieve the progress required to Substantially Complete the Work within the • Contract Time, the OWNER or the ENGINEER as the OWNER's representative, may order the CONTRACTOR in writing to supplement its forces and/or equipment, or work shifts or overtime, or otherwise improve its efficiency and rate of progress to achieve Substantial Completion of the Work within the Contract Time, and the CONTRACTOR shall comply with such order, at its own cost and expense. 4.16 LAYOUT OF WORK. Except as specifically provided herein, the CONTRACTOR shall be responsible for laying out work by means of construction surveying and shall accomplish this work in a manner acceptable to the ENGINEER and in conformance with the Contract Documents. 4.17 SHOP DRAWINGS. The CONTRACTOR shall submit to the ENGINEER, with such promptness as to cause no delay in his own Work or in that of any other contractor, six (6) checked copies, unless otherwise specified, of all shop and/or setting drawings and schedules 10-2012 00700- 11 of 36 86 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT required for the work of the various trades. Contractor will check and approve shop drawings for compliance with requirements of Contract Documents and will so certify by stamp on each drawing prior to submittal to ENGINEER. Any drawings submitted without Contractor's stamp of approval will not be considered and will be returned to. him for proper submission. The ENGINEER shall pass upon them with reasonable promptness, indicating desired corrections. The CONTRACTOR shall make any corrections required by the ENGINEER, file with him two (2) corrected copies and furnish such other copies as may be needed. The ENGINEER's approval of such drawings or schedules shall not relieve the CONTRACTOR from responsibility for deviations from. the Contract Documents, unless he has, in writing, called the ENGINEER's attention to,such deviations at the time of the submission, and the ENGINEER has acknowledged and accepted such deviations in writing, nor shall it relieve him from responsibility for errors of any sort in shop drawings or schedules. It shall be the CONTRACTOR's responsibility to fully and completely review all shop drawings to ascertain their effect on his ability to perform the required Contract Work in accordance with the Contract Documents, and within the Contract Time. Such review by the ENGINEER shall be for the sole purpose of determining the apparent sufficiency of said drawings or schedules to result in finished improvements in conformity with the Contract Documents, and shall not relieve the CONTRACTOR of his duty as an independent contractor as previously set forth, it being expressly understood and agreed that the ENGINEER does not assume any duty to pass upon the propriety or adequacy of such drawings or schedules, or any means or methods reflected thereby, in relation to the safety of either person or property during CONTRACTOR's performance hereunder, and any action taken by the ENGINEER shall not relieve the CONTRACTOR of his responsibility and liability to comply with 'the Contract Documents. OWNER, CONSTRUCTION MANAGER, ENGINEER, and CONTRACTOR shall make all submittals, review comments, notes, corrections, schedules and updates, testing results, payment applications, instructions and other communications by means of the OWNER'S Pro-Trak. The OWNER, ENGINEER and CONTRACTOR shall each retain such hard copies form this system as are required for their specific record keeping requirements. No documents shall be removed from this system or destroyed except those being replaced by the systems protocols as a latest version document. All requirements for written communications, submittals, comments, instructions or other documents processed by means of this system shall have the same legal or time sensitive status as if they had been hand delivered in hard copy to their intended addressee. 4.18 ENGINEER-CONTRACTOR RELATIONSHIP; OBSERVATIONS. It is agreed by the CONTRACTOR that the ENGINEER, as the OWNER's representative, shall be and is hereby authorized to appoint such subordinate engineers, representatives or observers as the said ENGINEER may from time to time deem proper to observe the materials furnished and the Work done under this Agreement. The CONTRACTOR shall furnish all reasonable aid and assistance required by the subordinate engineers, representatives or observers for the proper observation and examination of the work. The CONTRACTOR shall regard and obey the directions and instructions of any subordinate engineers, representatives or observers so appointed, when such directions and instructions are consistent with the obligations of this Agreement and the Contract Documents, provided, however, should the CONTRACTOR object to any orders by any 10-2012 00700- 12 of 36 87 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT subordinate engineer, representative or observer, the CONTRACTOR may, within three (3) days, make written appeal to the ENGINEER for his decision. 4.19 OBSERVATION AND TESTING. The OWNER or the ENGINEER as the OWNER's representative shall have the right at all reasonable times to observe, inspect and test the Work. The CONTRACTOR shall make all necessary arrangements and provide proper facilities and access for such observation, inspection and testing at any location wherever Work is in preparation or progress. The CONTRACTOR shall ascertain the scope of any observation, inspection or testing which may be contemplated by the OWNER or the ENGINEER and shall give ample notice as to the time each part of the Work will be ready for such observation, inspection or testing. The OWNER or.the ENGINEER may reject any Work found to be defective or not in accordance with the Contract Documents, regardless of the stage of its completion or the time or place of discovery of such deficiencies, and regardless of whether the ENGINEER has previously accepted the Work through oversight or otherwise. If any Work is covered without approval or consent of the OWNER, it must, if requested by the OWNER or the ENGINEER; be uncovered for examination, at the sole expense of the CONTRACTOR. In the event that any part of the Work is being fabricated or manufactured at a location where it is not convenient for the OWNER or the ENGINEER to make observations of such Work or require testing of said Work, then in such event, the OWNER or the ENGINEER may require the CONTRACTOR to furnish the OWNER or the ENGINEER with- certificates of inspection, testing or approval made by independent persons competent to perform such tasks at the location where that part of the work is being manufactured or fabricated. All such tests will be in accordance with the methods prescribed by the American Society for Testing and Materials or such other applicable organization as may be required by law or the Contract Documents. If any Work, which is required to be inspected, tested or approved, is covered up without written approval or consent of the OWNER or the ENGINEER, it must, if requested by the OWNER or the ENGINEER, be .uncovered for observation and testing, at 'the sole expense of the CONTRACTOR. The cost of all such inspections, tests and approvals shall be borne by the CONTRACTOR unless otherwise provided herein. Any Work which fails to meet the requirements of such tests, inspections or approval, and any Work which meets the requirements of any such tests or approval but does not meet the requirements of the Contract Documents shall be considered defective. Such defective Work and any other work affected thereby shall be corrected at the CONTRACTOR'S expense. Neither observations by the OWNER or by the ENGINEER, nor inspections, certifications, tests or approvals made by the OWNER, the ENGINEER or other persons authorized under this Agreement to make such inspections, tests or approvals, shall relieve the CONTRACTOR from his obligation to perform the Work in accordance with the requirements of the Contract Documents. 4.20 DEFECTS AND THEIR REMEDIES. It is further agreed that if the Work or any part thereof or any material brought on the site of the Work for use in the Work or selected for the same, shall be deemed by the ENGINEER as unsuitable or not in conformity with the Contract Documents, the CONTRACTOR shall, after receipt of written notice thereof from the ENGINEER, forthwith remove such material and rebuild or otherwise remedy such Work so that it shall be in full accordance with this Contract, It is further agreed that any such remedial action contemplated herein shall be at CONTRACTOR's expense. 10-2012 00700- 13 of 36 88 1 . CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 4.21 LIABILITY FOR PROPER PERFORMANCE. Engineering construction drawings and specifications, as well as any additional instructions and information concerning the Work to be performed, passing from or through the ENGINEER, shall not be interpreted as requiring or allowing the CONTRACTOR to deviate from the Contract Documents, the intent of such drawings, specifications and any other such instructions being to define with particularity the agreement of the parties as to Work the CONTRACTOR is to perform. CONTRACTOR shall be fully and completely liable and contractually bound, at his own expense, for design, construction, installation and use or non-use of all items and methods incident to the performance of the Contract, including, without limitation, the adequacy. of all temporary supports, shoring, bracing, scaffolding, machinery or equipment, safety precautions or devices, similar items or devices used by him during construction, and work performed either directly or incident to construction, and for all loss, damage or injury incident thereto, either to person or property, whether such damage be suffered by the ENGINEER, the OWNER or any other person not a party to this Contract. Any review of Work in progress or any visit or observation during construction, or.any clarification of Contract Documents by the ENGINEER or OWNER, or any agent, employee or representative of either of them, whether through personal observation on the Project site or by. means of approval of shop drawings for construction or construction processes, or by other means or methods, is agreed by the CONTRACTOR to be for the purpose of observing the extent and nature of Work completed or being performed, as measured against the Contract Documents, or for the purpose of enabling the CONTRACTOR to more fully understand the Contract Documents so that the completed construction Work will conform thereto, and shall in no way relieve the CONTRACTOR from full and complete responsibility for proper performance of his Work on the Project, including, without limitation, the propriety of means and methods of the CONTRACTOR in performing said Contract, and the adequacy of any designs, plans or other facilities for accomplishing such performance. Any action by the ENGINEER or the OWNER in visiting or observing during construction, or any clarification of Contract Documents shall not constitute a waiver of CONTRACTOR'S liability for damages as herein set out. Deviation by the CONTRACTOR from Contract Documents, whether called to the CONTRACTOR's attention or not, shall in no way relieve CONTRACTOR from his responsibility to complete all work in accordance with said Contract Documents, and further shall not relieve CONTRACTOR of his liability for loss, damage_or injury as herein set out. 4.22 PROTECTION AGAINST ACCIDENT TO EMPLOYEES AND THE PUBLIC. The CONTRACTOR shall be solely responsible for the safety of himself, his employees and persons entering the project site, as well as for the protection of the improvements being erected and the property of himself or any other person, as a result of his operations hereunder. The CONTRACTOR shall take out and procure a policy or policies of.Workers' Compensation Insurance with an insurance company licensed to transact business in the State of Texas., which. policy shall comply with the Workers' Compensation laws of. the State of Texas. The CONTRACTOR shall at all times exercise reasonable precautions for the safety of employees and others on or near the Work and shall comply with all applicable provisions,of federal, state and municipal laws and building and construction codes. All machinery and equipment and other physical hazards shall be guarded, as a minimum, in accordance with the "Manual of Accident Prevention in Construction" of the Associated General Contractors of America, except where incompatible with federal, state or municipal laws or regulations. The CONTRACTOR shall provide all necessary machinery guards, safe walkways, ladders, bridges, gangplanks, barricades, fences, traffic control, warning signs and other safety devices. 10-2012 00700- 14 of 36 89 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT No alcoholic beverages, non-prescription drugs, or unsafe practices shall be allowed on the Work site. CONTRACTOR shall dismiss anyone participating in any of the above from the Work site for the duration of the Project. Only prescription drug uses with a doctor's authorization to perform construction activities shall be allowed on the Work site. Violation of this provision is a default under the Contract. The use, possession, sale, transfer, purchase or being under the influence of alcohol, drugs or any other illegal or unlawful substance by CONTRACTOR or CONTRACTOR's employees, or CONTRACTOR's subcontractors and employees at any time at the Work site or while on company business is prohibited. CONTRACTOR shall institute and enforce appropriate drug testing guidelines and program. All accidents or injuries to CONTRACTOR's employees working on the job site must be reported verbally and in writing to the ENGINEER immediately, and within no more than eight(8)hours. The safety precautions actually taken and.their adequacy shall be the sole responsibility of the CONTRACTOR, in his sole discretion as an independent contractor. Inclusion of this paragraph in the Agreement, as well as any notice which may be given by the OWNER or the ENGINEER as the OWNER's representative concerning omissions under thus paragraph as the Work progresses, are intended as reminders to the CONTRACTOR of his duty and shall not be construed as any assumption of duty by ENGINEER, or OWNER's representative to supervise safety precautions by either the CONTRACTOR or any of his subcontractors. 4.23 PROTECTION OF ADJOINING PROPERTY. The .CONTRACTOR shall employ proper means to protect the adjacent or adjoining property or properties in any way encountered, which might be injured or seriously affected by any process of construction to be undertaken under this Agreement, from any damage or injury by reason of said process of construction; and he shall be liable for any and all claims for such damage on account of his failure to fully protect all adjacent or adjoining property. THE CONTRACTOR AGREES TO INDEMNIFY, DEFEND, SAVE AND HOLD HARMLESS THE CONSTRUCTION MANAGER, OWNER AND ENGINEER AGAINST ANY CLAIM OR CLAIMS FOR DAMAGES, LOSS, COSTS OR EXPENSES, INCLUDING BUT NOT LIMITED TO ATTORNEY'S FEES, DUE TO ANY INJURY TO ANY ADJACENT OR ADJOINING PROPERTY, ARISING OR GROWING OUT OF THE PERFORMANCE OF THE CONTRACT, REGARDLESS OF WHETHER OR NOT SUCH DAMAGE, LOSS, COST OR EXPENSE IS CAUSED IN PART BY THE NEGLIGENCE, GROSS NEGLIGENCE OR STRICT LIABILITY OF OWNER AND/OR ENGINEER. 4.24 PROTECTION AGAINST CLAIMS OF SUBCONTRACTORS, LABORERS, MATERIALMEN AND FURNISHERS OF MACHINERY, EQUIPMENT AND SUPPLIES. THE CONTRACTOR AGREES THAT HE WILL PROMPTLY PAY WHEN DUE, AND WILL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ALL CLAIMS GROWING OUT OF THE DEMANDS OF SUBCONTRACTORS, LABORERS, WORKERS, MECHANICS, MATERIALMEN AND FURNISHERS OF MACHINERY AND PARTS THEREOF, EQUIPMENT, POWER TOOLS AND ALL SUPPLIES, INCLUDING COMMISSARY, INCURRED IN THE FURTHERANCE OF THE PERFORMANCE OF THIS CONTRACT. When so desired by the OWNER, the CONTRACTOR shall furnish satisfactory evidence that all obligations of the nature hereinabove designated have been paid, discharged or waived. If the CONTRACTOR fails to do so, then the OWNER may, at the option of the OWNER, either pay directly any unpaid bills of which the OWNER has written notice, or withhold from the CONTRACTOR's unpaid compensation a sum of money deemed reasonably 10-2012 00700- 15 of 36 90 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT sufficient to liquidate any and all such claims until satisfactory evidence is furnished that all liabilities have been fully discharged, whereupon payments to the CONTRACTOR shall be resumed in full,,in accordance with the terms of this Contract. Any and all communications between any parties under, this paragraph shall be in writing. Nothing contained in this paragraph or this Agreement shall create, establish or impose any relationship, contractual or otherwise, between OWNER and any subcontractor, laborer or supplier of CONTRACTOR, nor shall it create, establish or impose any duty upon OWNER to pay or to see to the payment of any subcontractor, laborer or supplier of CONTRACTOR. 4.25 PROTECTION AGAINST ROYALTIES OR PATENTED INVENTION. The CONTRACTOR shall pay all royalties and license fees and shall provide for the use of any design, device, material or process covered by letters patent or copyright, by suitable legal agreement with the patentee or owner thereof THE CONTRACTOR SHALL DEFEND ALL SUITS OR CLAIMS FOR INFRINGEMENT OF ANY PATENT 'OR COPYRIGHT AND SHALL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY LOSS OR LIABILITY ON ACCOUNT THEREOF, EXCEPT SUCH SUITS AND CLAIMS ARISING OUT OF A PARTICULAR DESIGN, DEVICE, MATERIAL OR PROCESS OR THE PRODUCT OF A PARTICULAR MANUFACTURER OR MANUFACTURERS SPECIFIED OR REQUIRED BY THE OWNER; PROVIDED, HOWEVER, IF CHOICE OF ALTERNATE DESIGN, DEVICE, MATERIAL OR 'PROCESS. IS ALLOWED TO THE CONTRACTOR, OR IF CONTRACTOR KNEW OR SHOULD HAVE KNOWN OF THE PATENT OR COPYRIGHT AND FAILED TO PROMPTLY NOTIFY OWNER IN WRITING, THEN THE CONTRACTOR SHALL INDEMNIFY, DEFEND, SAVE AND HOLD THE OWNER HARMLESS FROM ANY LOSS OR LIABILITY ON ACCOUNT THEREOF. 4.26 INDEMNIFICATION. THE CONTRACTOR AGREES TO DEFEND, INDEMNIFY AND HOLD THE ENGINEER AND THE OWNER HARMLESS FROM ANY CLAIMS OR DEMANDS OF ANY NATURE WHATSOEVER MADE BY ANY EMPLOYEE, EMPLOYEES, AGENTS OR SUBCONTRACTORS OF CONTRACTOR, OR BY ANY UNION, TRADE ASSOCIATION, WORKER'S ASSOCIATION OR OTHER GROUPS, ASSOCIATIONS OR INDIVIDUALS, ALLEGEDLY REPRESENTING EMPLOYEES OF THE CONTRACTOR, IN ANY DISPUTE BETWEEN THE CONTRACTOR AND HIS EMPLOYEES, DIRECTLY OR INDIRECTLY INVOLVING, GROWING OUT OF OR ARISING FROM CLAIMS BY SUCH EMPLOYEES FOR WAGES, SALARY, COMPENSATION, BENEFITS, WORKING CONDITIONS OR ANY OTHER SIMILAR COMPLAINT OR CLAIM WHICH MAY BE MADE. THE CONTRACTOR, HIS SURETIES AND INSURANCE CARRIERS SHALL DEFEND, INDEMNIFY AND HOLD HARMLESS THE OWNER AND THE ENGINEER AND THEIR RESPECTIVE OFFICERS, REPRESENTATIVES, AGENTS AND EMPLOYEES FROM AND AGAINST ALL DAMAGES, CLAIMS, LOSSES, DEMANDS, SUITS, LIABILITIES, JUDGMENTS AND COSTS OF ANY CHARACTER .WHATSOEVER, INCLUDING REASONABLE ATTORNEY'S FEES AND EXPENSES, AND SHALL BE REQUIRED TO PAY ANY JUDGMENT THEREFOR, WITH COSTS, WHICH MAY , BE OBTAINED AGAINST THE OWNER AND/OR 'THE ENGINEER OR ANY OF THEIR OFFICERS, REPRESENTATIVES, AGENTS OR EMPLOYEES, ARISING OUT OF OR RESULTING FROM OR ALLEGEDLY ARISING OUT OF OR RESULTING FROM THE PERFORMANCE 10-2012 00700- 16 of 36 91 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT OF THE WORK, PROVIDED THAT ANY SUCH DAMAGES; CLAIM, LOSS, DEMAND, SUIT, LIABILITY, JUDGMENT, COST OR EXPENSE: (A) ARISES OUT OF OR RESULTS FROM IN WHOLE OR IN PART, OR ALLEGEDLY ARISES OUT OF OR RESULTS FROM IN WHOLE OR IN PART, ANY BREACH OF THIS AGREEMENT OR BREACH OF WARRANTY BY CONTRACTOR; OR (B) IS ATTRIBUTABLE TO BODILY INJURY, SICKNESS, DISEASE OR DEATH OR INJURY TO OR DESTRUCTION OF TANGIBLE PROPERTY, INCLUDING THE LOSS OF USE RESULTING THEREFROM; AND IS CAUSED IN WHOLE OR IN PART OR IS ALLEGEDLY CAUSED IN WHOLE OR IN PART BY ANY NEGLIGENT ACT OR OMISSION OF THE CONTRACTOR, ANY SUBCONTRACTOR, THEIR AGENTS- OR EMPLOYEES OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY ONE OF THEM OR ANYONE FOR WHOSE ACTS ANY OF THEM MAY BE LIABLE, REGARDLESS OF WHETHER OR NOT IT IS CAUSED IN PART OR ALLEGEDLY CAUSED IN PART BY THE NEGLIGENCE, • GROSS NEGLIGENCE OR STRICT LIABILITY OF OWNER, ENGINEER AND/OR A PARTY INDEMNIFIED HEREUNDER. • Notwithstanding the foregoing or anything in the Agreement to the contrary, in accordance with the provisions of Section 130.002 of the Texas Civil Practice and Remedies Code, CONTRACTOR shall not be obligated to indemnify or hold harmless the ENGINEER, his agents, servants or employees, from liability for damage that is caused by or results from defects in plans, designs or specifications prepared, approved or used by the ENGINEER, or negligence of the ENGINEER in the rendition or conduct of professional'duties called for or arising out of any construction contract and the plans, designs or specifications that are a part of the construction contract, and arises from personal injury or death, property injury, or any other expense that arises from personal injury, death,or property injury. This indemnity agreement is a continuing' obligation, and shall survive notwithstanding completion of the Work, Final Payment, expiration of the warranty period, termination of the Contract, and abandonment or takeover of the Work. CONTRACTOR's indemnification obligations hereunder shall not be limited by a limitation on amount or type of damages, compensation or benefits payable by or for the CONTRACTOR or a subcontractor under workers' compensation acts, disability benefit acts or other employee benefit acts, and shall not be limited by any limitation on amounts or coverage of insurance provided or to be provided under this Contract. 4.27 LOSSES FROM NATURAL CAUSES. All loss, cost, expense or damage to the CONTRACTOR arising out of the nature of the Work to 'be done or from any unforeseen circumstances in the prosecution of the same, or from the action of the elements, or from unusual obstructions or difficulties which may be encountered in the prosecution of the Work, shall be sustained and borne by the CONTRACTOR at his own cost and expense. 10-2012 00700- 17 of 36 92 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT I 4.28 GUARANTEE. The CONTRACTOR hereby guarantees all the Work under the Contract to be free from defects or deficiencies in material in every particular and free from defects or deficiencies in workmanship; and against unusual damage from proper and usual use; - and agrees to replace or to re-execute without cost to the OWNER such Work as may be found to be defective, deficient or otherwise not in conformance with the Contract Documents, and to make good all damages caused to other work or material, due to such defective Work or due.to its required replacement or re-execution. This guarantee shall cover a period of one year from the date of Substantial Completion or Partial Substantial Completion of Work under the Contract, as evidenced by the Certificate of Substantial Completion. Neither the Certificate of Substantial • Completion, Final Payment, nor any provision in the Contract Documents shall relieve the CONTRACTOR of the responsibility for defective, deficient or non-conforming material or workmanship during the period covered by the guarantee. The one-year period of guarantee will not limit the OWNER'S other rights under common law with respect to any defects, deficiencies or non-conforming Work discovered after one year. If this one-year guarantee conflicts with other warranties or guarantees, the longer period of warranty or guarantee will govern. 5.0 PROSECUTION AND PROGRESS 5.01 TIME AND ORDER OF COMPLETION. It is the meaning and intent of this Contract, unless otherwise herein specifically provided, that the CONTRACTOR shall be allowed to prosecute his Work at such times and seasons, in such order of precedence, and in such manner as shall be most conducive to economy of construction; provided, however, that the order and the time of prosecution shall be such that the Work shall be Substantially Completed as a whole and in part, in accordance with this Contract and the Contract Time; provided, also, that when the OWNER is having other work done, either by contract or by his own forces, the ENGINEER may direct the time and manner of constructing the Work done under this Contract, so that conflict will be avoided and the construction of the various works being done for the OWNER shall be harmonized, and the CONTRACTOR shall fully cooperate and coordinate its Work with OWNER or such other contractors. The CONTRACTOR shall submit, an updated schedule with every pay estimate for review by the ENGINEER, schedules which shall show the order in which the CONTRACTOR proposes to carry on the Work, with dates on which the CONTRACTOR will start the several parts of the work, and estimated dates of completion of the several parts. Such schedules shall show completion of the Work'within the Contract Time, and/or shall show such recovery efforts as CONTRACTOR intends to undertake in the event Substantial Completion of the Work is delayed. 5.02 EXTENSION OF TIME. The CONTRACTOR agrees that he has submitted his Bid Proposal in full recognition of the time required for the completion of this Project, taking into consideration the average'climatic range and industrial conditions prevailing in this locality, and has considered the liquidated damage provisions as hereinafter set forth, and that`he shall not be entitled to, nor will he request, an extension of time on this Contract, except when Substantial Completion of the Work has been delayed solely by strikes, lockouts, fires, Acts of God, or by any other cause which the ENGINEER shall decide justifies the delay. The CONTRACTOR shall give the ENGINEER prompt notice, in writing and within three (3) days of the start of any such delay, of the cause of any such delay, and its estimated effect on the Work and the schedule for completion of the Work. Upon receipt of a written request for an extension of the Contract Time from the CONTRACTOR, supported by relevant and all requested documentation, the 10-2012 00700- 18 of 36 93 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT ENGINEER shall submit such written request, together with his written recommendation, to the OWNER for consideration. If the delay is not attributable in whole or in part to any act or omission of CONTRACTOR, its subcontractors or suppliers, and if the OWNER determines that CONTRACTOR is entitled to an extension of time under the terms of the Contract, the OWNER shall grant an extension of time for Substantial(Completion of the Work, sufficient to compensate for the delay, and such extension of time shall be CONTRACTOR's sole and exclusive remedy, except as may be otherwise provided herein. No extensions of Contract Time shall be made for delays occurring prior to the Contractor's mobilization as defined in Section 01505 MOBILIZATION. The Contract Time as defined in the Bid Proposal and other sections herein incorporates 40 Rain Days per calendar year or an average of 3.33 days per calendar month. The CONTRACTOR is required to keep record of all weather related delays and to submit the monthly count on each Pay Application: The Owner's Representative shall review and sign off on this record as a part of the Pay Application approval process every month. If, during preparation of the Balancing Change Order, the status of the work progress requires an extension of the Contract Time, Impact Days shall be added to the Completion Date equal to the total number of Weather or Impact Days approved less the original 40 days resident in the original Contract Time. The Addition of Weather or Impact Days will only alter the Contract Time when added by Change Order. If the Work is completed prior to the Completion Date, No Days will be added. The addition of Weather or Impact Days shall be the CONTRACTOR's sole remedy for delays to the completion of the Work and their addition to the Contract Time shall not affect the Contract Price through any "per diem" adjustment to the General Conditions costs, Temporary Facilities costs or any other costs associated with the extension of the Contract Time. 5.03 HINDRANCES AND DELAYS. In executing the Contract, the CONTRACTOR agrees that in undertaking to complete the Work within the time herein fixed, he has taken into consideration and made allowances for all interference, disruption, hindrances and delays incident to such Work, whether growing out of delays in securing material, workmen or otherwise. No claim shall be made by the CONTRACTOR for damages,'loss, costs or expense resulting from interference, disruption, hindrances or delays from any cause during the progress of any portion of the Work embraced in this Contract, except where the Work is stopped or suspended by order of the OWNER's representative and such stoppage or suspension is not attributable to any act or omission of CONTRACTOR. 5.04 SUSPENSION OF WORK. OWNER may, without cause, order the CONTRACTOR in writing to suspend the Work, in whole or in part, for such period of time as OWNER may request. The Contract Price and/or Contract Time shall be adjusted for any increase in the cost of or the time required for performance of the Work caused by such suspension. No adjustment shall,be made to the extent performance was or would have been suspended by a cause for which CONTRACTOR is responsible, or to the extent an adjustment is made or denied under another provision of the Contract Documents. 5.05 LIQUIDATED DAMAGES FOR DELAY: It is understood and agreed that time is of the essence, and that the CONTRACTOR will commence the Work on the date specified herein or in any Notice to Proceed, and will Substantially Complete the Work within the Contract Time. It is expressly understood and agreed, by and between the CONTRACTOR and the OWNER, that the time for the Substantial Completion of the.Work described herein is reasonable time for the completion of the same, taking into consideration the average climatic range and conditions and usual industrial conditions prevailing in this locality. The CONTRACTOR further 10-2012 00700- 19 of 36 94 • CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT agrees that a failure to complete on time will cause damage to the OWNER and that such damages cannot be accurately measured or that ascertainment will be difficult. Therefore, the parties agree that for each and every calendar day the Work or any portion thereof shall remain uncompleted after the expiration of the Contract Time, the CONTRACTOR shall pay, as liquidated damages and as a reasonable estimate of OWNER's damages, and not as a penalty,the amount set out in the Standard Form of Agreement. However, the foregoing agreement as to liquidated damages constitutes only an agreement by the OWNER and the CONTRACTOR as to the amount of damages which the OWNER will sustain by reason of the CONTRACTOR'S failure to complete the work within the Contract Time. Should the OWNER suffer damage by reason of any other breach by CONTRACTOR, the OWNER may recover such actual damages in addition to any liquidated damages due. The OWNER shall have the right to deduct and withhold the.amount of any and all such damages whether it be the minimum amount stipulated above or otherwise, from any monies owing by it to said CONTRACTOR, or the OWNER may recover such amount from the CONTRACTOR and the sureties of his bond; all of such remedies shall be cumulative and the OWNER shall not be required to elect any one nor be deemed to have made an election by proceeding to enforce any one remedy. 5.06 CHANGE OF CONTRACT TIME: The Contract Time may only be changed by a Change Order. Any claim for an adjustment of Contract Time shall be based on written notice delivered by the party making such claim to the other party and to the ENGINEER promptly, but in no event later than ten (10) days after the event-giving rise to the claim. Notice of the extent of the claim, along with supporting data, shall be delivered within thirty (30) days of the occurrence and shall be accompanied by the claimant's written representation that the adjustment claimed is the entire adjustment to which the claimant has reason to believe it is entitled as a result of the occurrence of said event. All claims for adjustment in Contract Time shall be determined by the ENGINEER in accordance with;the requirements of this paragraph. Contractor shall submit, as a minimum, the following data: A. Information showing that the time requested is not included in the existing Contract and in addition to the Contract. B. Information documenting that the number of days requested is accurate for the event. C. Revised, current construction schedule showing that the time requested affects the project's critical path. 5.07 DELAYS BEYOND OWNER'S AND CONTRACTOR'S CONTROL: Where CONTRACTOR is prevented from completing any part of the Work within the Contract Time due to delays beyond the control of the OWNER and the CONTRACTOR, including, but not limited to, interference by utility owners or other contractors performing other work, Contractor shall be entitled to an extension of the Contract Time in an amount equal to the time lost. CONTRACTOR shall not be entitled to any increase in Contract Price as a result of such delays. IN NO EVENT SHALL OWNER BE LIABLE TO CONTRACTOR FOR DAMAGES ARISING OUT OF OR RESULTING FROM (i) Delays caused by, or within the control of, the CONTRACTOR, or (ii) Delays beyond the control of both parties including, but not limited to, interference by utility owners or other contractors performing other work, fires, floods, epidemics, abnormal weather conditions, acts of God, even if such delays are due in part to the negligence, other fault, breach of contract or warranty, violation of the Texas Deceptive Trade Act, or strict liability without regard 10-2012 00700-20 of 36 95 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT to fault of OWNER. An extension of Contract time shall be CONTRACTOR's sole and exclusive remedy for any such delays. Delays attributed to, and within the control of, a Subcontractor or Supplier shall be deemed to be delays within the control of the CONTRACTOR. 6.0 MEASUREMENT AND PAYMENT 6.01 DISCREPANCIES AND OMISSIONS. If the CONTRACTOR knows or reasonably should have known of any discrepancies or omissions in the Contract Documents, he shall notify the ENGINEER and obtain a clarification by Addendum before the bids are received, and if no such request is received by the ENGINEER,prior to the opening of bids, then it shall be considered that the CONTRACTOR fully understands the Work to be performed and has provided sufficient sums in his Bid Proposal to complete the Work in accordance with the Contract Documents. It is further understood that any request for clarification must be submitted no later than five(5) days prior to the opening of bids. 6.02 QUANTITIES AND MEASUREMENTS. No extra or customary measurements of any kind will be allowed, but the actual measured and/or computed length, area, volume, number and weight only shall be considered,unless otherwise specifically provided. 6.03 ESTIMATED QUANTITIES. This Agreement, including the Contract Documents, and including any estimates contained therein, is intended to convey all Work to be done and'material to be furnished hereunder. Where the estimated quantities are shown for the various classes of Work to be done and material to be furnished under this Contract, they are approximate and are to be used only as a basis for estimating the probable cost of the Work and for comparing the Bid Proposals offered for the Work. It is understood and agreed that the actual amount of Work to be done and the materials to be furnished under this Contract may differ from the estimates and that the items listed or estimated quantities stated, and/or any difference between estimated and actual Work, shall not give rise to a claim by the CONTRACTOR against the OWNER for loss, cost, expense, damages, unit price adjustment, quantity differences, unrecovered overhead or lost or anticipated profits, or other compensation. 6.04 PRICE OF WORK. It is agreed that it is the intent of this Contract that all Work described in the Bid Proposal, and Contract Documents, is to be done for the prices bid by the CONTRACTOR and that such prices shall include all appurtenances necessary to complete the Work in accordance with the intent of these Contract Documents as interpreted by the ENGINEER, and all costs, expenses, bond and insurance-premiums, taxes, overhead, and profit. In consideration of the furnishing of all the necessary labor, equipment and material and the completion of all Work by. the CONTRACTOR, and upon the.completion of all Work and the delivery of all materials embraced in this Contract in full conformity with the Contract Documents, the OWNER agrees to pay to the CONTRACTOR the prices set forth in the Standard Form of Agreement, OWNER and CONTRACTOR agree that the Contract is a unit cost agreement, unless stated otherwise, and that the final Contract amount is equal to the unit cost multiplied by the number of units authorized, installed and approved by the Owner. /The OWNER does not assume any obligation to pay for any services or material not actually authorized and used. The CONTRACTOR hereby agrees to receive such prices as payment in full for furnishing all materials and all labor required for the aforesaid Work, and for 10-2012 00700-21 of 36 96 CITY OF PEARLAND Project No. TR1205 GENERAL.CONDITIONS OF AGREEMENT all expenses incurred by him, and for full performance of the Work and the whole thereof in the manner and according to this Agreement, Contract Documents, and the requirements of the ENGINEER. 6.05 PAYMENTS. No payments made or approvals or certificates given shall be considered as conclusive evidence of the performance of the Contract, either in whole or in part, nor shall any certificate, approval or payment be considered as acceptance of defective, deficient. or non-conforming Work. CONTRACTOR shall, at any time requested during the progress of the Work, furnish the OWNER or the ENGINEER with an affidavit showing the CONTRACTOR's total outstanding indebtedness in connection with the Work. Before Final Payment is made, the CONTRACTOR shall satisfy the OWNER, by affidavit or otherwise, that there are no unpaid claims due subcontractors, suppliers or laborers by reason of any Work under the Contract. Acceptance by CONTRACTOR of Final Payment shall constitute a waiver of any and all claims of whatsoever nature against OWNER, arising out of or related to the Contract, or the Work, or any acts or omissions of OWNER or ENGINEER, which have not theretofore been timely filed as provided in this Contract. . 6.06 PARTIAL PAYMENTS. When the Contract Price is a lump sum amount,prior to the first Application for Payment, CONTRACTOR shall submit to ENGINEER,for review and approval a Schedule of Values, which shall fairly allocate the entire Contract Price among the various portions of the Work and shall be prepared in such form and supported by such data to substantiate its accuracy as the ENGINEER may reasonably require. The Schedule of Values shall follow the trade divisions of the Specifications so .far as practicable. Upon approval, this Schedule of Values shall be used by ENGINEER as the basis for reviewing the Contractor's Application for Payment. Applications for Payment shall indicate the percentage of completion of each portion of the Work as of the end of the period covered.by the Application for Payment. On or before the tenth day of each month, the CONTRACTOR shall prepare and submit to the ENGINEER, for approval or correction, an application for. partial payment, being a statement showing as completely as practicable, the agreed unit quantities and extended total value of the Work done by the CONTRACTOR up to and including the twenty-fifth day of the preceding month; said statement shall also include the value of all conforming materials to be fabricated into -the Work and stored in accordance with manufacturer's recommendations and as approved by the OWNER or ENGINEER at the Work site only. No payment will be made for materials stored until OWNER has approved in writing storage at the Work site. The ENGINEER shall then review such statement of unit quantities and application for partial payment and the'progress of the Work made by the CONTRACTOR and, within ten days after the date ENGINEER receives CONTRACTOR's application for payment, if the application is found to be accurate and correct and the WORK conforming to the requirements of the Contract Documents, the ENGINEER shall certify the application for partial payment and shall deliver his preliminary certification for payment to the OWNER and the CONTRACTOR; or, if the ENGINEER finds that CONTRACTOR's application for payment contains an error or is otherwise disputed, he shall notify CONTRACTOR of such error or dispute, and shall prepare a preliminary certificate for partial payment for the undisputed amount of the application for payment due CONTRACTOR, and deliver it to the OWNER and CONTRACTOR. ENGINEER'S notice to CONTRACTOR that — a bona fide dispute for payment exists shall include a list of the specific reasons for.nonpayment. All 'payment applications made by CONTRACTOR and delivered to ENGINEER and all verifications and certification of such applications shall be made and transmitted within the Pro- Trak system and signed with the appropriate electronic signatures as provided for in the software. 10-2012 00700-22 of 36 97 CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT Such applications for payment shall not be considered complete unless accompanied by the CONTRACTOR'S Partial Waiver of Lien and Payment Affidavit, Section 00615, duly executed by an authorized representative of the CONTRACTOR and reflecting the correct corresponding amount of the payment application. The OWNER shall then pay the CONTRACTOR, within thirty (30) days of the date of ENGINEER's receipt of the application for payment, the undisputed balance due, less applicable retainage, and further less all previous.payments and all further sums that may be retained or withheld by the OWNER under the terms of this Agreement. CONTRACTOR may submit a corrected application for payment after its receipt of the ENGINEER's notice of error or dispute, and such corrected application for payment shall be reviewed by the ENGINEER and disputed or paid under the same procedure and within the same time limits set out above. As a condition of any progress payment under this Agreement, CONTRACTOR shall execute and deliver to ENGINEER and OWNER a full release of all claims, direct or indirect, at law or in equity, arising out of or related to the Work to date, excluding retainage or any claims previously submitted as required under the terms of the Contract, and specifically identified and excluded by CONTRACTOR in the release. OWNER shall be entitled to retain from each progress payment five percent (5%) of the amount thereof. Such retainage shall be retained until Final Completion and satisfaction of all conditions for Final Payment. It is understood, however, that in case the whole Work be near to completion, as certified by the ENGINEER, and some unexpected or unusual delay occurs, through no neglect or fault on the part of the CONTRACTOR, the OWNER may, upon written recommendation of the ENGINEER, pay a reasonable and equitable portion of the retained percentage to the CONTRACTOR, or the CONTRACTOR, at the OWNER'S option, may be relieved of the obligation to fully complete the Work, and thereupon, the CONTRACTOR shall receive, at the OWNER'S option, payment of the balance due him under the Contract for Work completed in accordance with the Contract Documents, subject to OWNER's rights to otherwise withhold or retain payments, and subject to the conditions set forth under"6.08 FINAL PAYMENT." . The Owner at its option and in compliance with Texas law may reduce retainage to less than the above-stated percentages. 6.07 USE OF COMPLETED PORTIONS & PUNCHLIST. The OWNER shall have the right to take possession of and use any completed or partially completed portions of the Work, notwithstanding that the time for completing the entire work or such portions may not have expired; but such taking possession and use shall not be deemed an acceptance of any work not completed in accordance with the Contract Documents. If such prior use increases the cost of or delays the Work, the CONTRACTOR shall promptly and within three (3) days of OWNER's taking possession, give OWNER written notice of same, and CONTRACTOR may be,entitled to such extra compensation or extension of time, or both, as may be determined in accordance with the provisions of this Agreement. 6.08 SUBSTANTIAL COMPLETION. The CONTRACTOR shall notify the OWNER AND ENGINEER, by letter executed by a duly qualified officer of CONTRACTOR, that in CONI'RACTOR's opinion, the Work of the Contract, or an agreed portion thereof, is "Substantially Complete". Such notification shall include a list of all outstanding or incomplete items. Upon receipt, and within a reasonable time thereafter, of such notice, the ENGINEER and the CONTRACTOR shall jointly perform a walk-through and inspection of the Work to determine 10-2012 00700-23 of 36 98 CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT ,' the status of all or the identified portion of the work, and the ENGINEER shall prepare a detailed list of unfinished, incomplete, defective and/or non-conforming Work ("Punchlist"). If the ENGINEER determines that the Work is Substantially Complete in accordance with the Contract Documents, the ENGINEER shall issue to the OWNER and the CONTRACTOR a Certificate of Substantial Completion. OWNER shall have seven (7) days after receipt of Certificate-to make written objection to the ENGINEER as to any provision of the Certificate or the attached list of non-conforming work. ,If ENGINEER concludes that the Work is not Substantially Complete, ENGINEER will, within fourteen (14) days, notify CONTRACTOR of the reason he believes the Work is not Substantially Complete. Upon Substantial Completion of the Work, ENGINEER will deliver to OWNER and CONTRACTOR a written recommendation as to division of responsibilities, pending fmal payment and acceptance, with respect to security, maintenance, utilities and damage to the Work, except as otherwise provided in the Certificate of Substantial Completion. NEITHER THE SUBSTANTIAL COMPLETION OF THE. WORK, NOR THE OMISSION OF AN ITEM FROM THE PUNCHLIST, SHALL EXCUSE THE CONTRACTOR FROM PERFORMING ALL OF THE WORK UNDERTAKEN, WHETHER OF A MINOR OR MAJOR NATURE, AND THEREBY COMPLETING THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. The Certificate of Substantial Completion shall establish the time period within which CONTRACTOR shall complete the Work for Final Acceptance by the Owner and ENGINEER. 6.08-1 OWNER shall have the right to exclude CONTRACTOR from the Work after the date of Substantial Completion, for security requirement reasons. OWNER may establish an access procedure to facilitate CONTRACTOR's uninterrupted access to the Work for the purposes of completing and correcting all items on the Punchlist in an expeditious manner. 6.09 FINAL PAYMENT. Final payment of the Retainage withheld from the Contract Price shall be made by the OWNER to the CONTRACTOR at such time as: (a) the Work, including all Change Orders and including all Punchlist work,has been fully completed in strict accordance with the Contract Documents; (b) the Contract has been fully performed except for the CONTRACTOR's responsibility to correct nonconforming Work during the warranty period set forth in the Contract Documents, and to satisfy other requirements, if any, which necessarily survive fmal payment; (c) CONTRACTOR delivers to OWNER a certificate evidencing that insurance required by the Contract Documents to remain in force after fmal payment is currently in effect and will not be cancelled or allowed to expire until at least 30 days prior written notice has been given to OWNER; (d) CONTRACTOR delivers to OWNER a Consent of Surety, if any,to fmal payment; (e) CONTRACTOR delivers to OWNER a complete set of As-Built Drawings, reflecting all deviations from the Plans, Specifications and approved shop drawings in the Work actually constructed, and delivers all maintenance and operating manuals and/or instructions; 10-2012 00700-24 of 36 99 CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT (f) CONTRACTOR delivers to OWNER all building certificates required prior to occupancy and all other required inspections/approvals/acceptances by city, • county, state governmental entities or other authorities having jurisdiction; (g) CONTRACTOR delivers to OWNER assignments of all guarantees and warranties from subcontractors, vendors, suppliers or manufacturers, as well as names, addresses and telephone numbers of contacts for each subcontractor,vendor, supplier or manufacturer; (h) CONTRACTOR removes all equipment, tools,temporary facilities, surplus materials and rubbish from the site, and final cleans the site to OWNER's satisfaction; (i) CONTRACTOR delivers to OWNER a Full and Final Release and Affidavit of Bills Paid in the form attached hereto as Attachment No. 2, executed by CONTRACTOR; (j) CONTRACTOR delivers to OWNER all other documentation required to be submitted to OWNER pursuant to the Contract Documents, including but not limited to any special guarantees or warranties, operation and maintenance manuals, etc'. in each case in a form satisfactory to OWNER as determined in OWNER's sole discretion; and (k) the Final Application for Payment has been approved by the ENGINEER and OWNER. Acceptance of Final Payment by the CONTRACTOR shall constitute a waiver of all claims by CONTRACTOR against OWNER other than any claims previously made in writing by CONTRACTOR against OWNER, and still unsettled, and except for claims arising out of third party actions, cross-claims and counterclaims. No interest shall be due or payable by OWNER to CONTRACTOR on any sums retained or withheld by OWNER pursuant to the terms or provisions of the Contract Documents, except as otherwise provided by applicable law. Neither the Certificate of Substantial Completion nor the Final Payment nor possession or acceptance of the Work shall relieve the CONTRACTOR of its obligation for correction of defective or non- conforming Work, or for fulfillment of any warranty, which may be required by law or by the Contract Documents. 6.10 CORRECTION OF WORK BEFORE FINAL PAYMENT. The CONTRACTOR shall promptly remove from OWNER's premises all materials, equipment or Work which is defective or otherwise not in conformance with the Contract Documents, whether actually incorporated in the Work or not, and CONTRACTOR shall, at his own expense,promptly replace such materials, equipment or Work with other materials conforming to the requirements of the Contract. The CONTRACTOR shall also bear the expense of restoring all work of CONTRACTOR or other contractors damaged by any such removal or replacement. If CONTRACTOR does not remove and replace any such unsuitable Work within ten (10) business days after receipt of a written notice from the OWNER or the ENGINEER, the OWNER may remove, replace and remedy such work at CONTRACTOR's expense. 10-2012 00700-25 of 36 100 CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 6.11 CORRECTION OF WORK AFTER FINAL PAYMENT. If within one (1) year from the date of Substantial Completion or such longer period of time as may be prescribed by law or by the terms of any applicable special warranty required by the Contract Documents, any of the Work is found to be defective or not in accordance with the Contract Documents, CONTRACTOR shall, at its sole cost, correct it and any other work affected thereby promptly after receipt of a written notice from OWNER to do so. In addition, CONTRACTOR shall be responsible for any damage to building contents;when such damage results from the CONTRACTOR's use of faulty materials or defective workmanship; to the extent such damage is not covered by OWNER's insurance. This warranty period shall renew and recommence for each corrected item of Work upon completion of the remedial work. This time period for correction by CONTRACTOR is in addition to, and not in lieu of, all warranties or remedies, which exist at common law or by statute. These warranty obligations shall survive the termination of this Contract, and shall be enforceable by a decree of specific performance, in addition to such other rights and remedies available to OWNER at law or in equity. 6.12 PAYMENTS WITHHELD. The OWNER may withhold, or on account of subsequently discovered evidence nullify and demand immediate repayment of, the whole or part of any certificate for payment or payment, to such extent as may be necessary to protect OWNER from loss on account of: (a) Defective or non-conforming Work not remedied; (b) Claims filed or reasonable evidence indicating probable filing of claims; (c) Failure of the CONTRACTOR to make payments promptly to subcontractors or for material or labor; (d) Damage to another contractor, OWNER, existing improvements on the site, or to adjacent or adjoining property; (e) Reasonable doubt that the Work can be completed for the unpaid balance of the Contract amount; (f) Reasonable indication that the Work will not be completed within the Contract Time; (g) Failure on the part of the CONTRACTOR to execute any and all documents, releases or other documents presented to the CONTRACTOR for execution, as provided for herein or otherwise; (h) Liquidated or other damages due to late completion; and/or (i) Any breach by CONTRACTOR of this Contract or any other agreement between OWNER and CONTRACTOR. When the above grounds are removed to OWNER's satisfaction,the withheld payment shall be made promptly. If the said causes are not so remedied, OWNER may remedy the same for CONTRACTOR's account, charge the entire cost thereof to CONTRACTOR and deduct such cost 10-2012 00700-26 of 36 101 • CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT d from the Contract Sum or from any payments due or to become due under any other agreement between OWNER and CONTRACTOR. 6.13 DELAYED PAYMENTS. Should the OWNER fail to make payment to the CONTRACTOR when payment is due in accordance with the terms of the Contract Documents, any interest due CONTRACTOR for late payments shall accrue and be paid in accordance with the provisions of Chapter 2251 of the Texas Government Code, as amended, and payment of such interest shall fully liquidate'and compensate any injury to the CONTRACTOR growing out of such delay in payment. Should OWNER fail to pay CONTRACTOR an'undisputed amount due within the time limits provided in the Contract or applicable law, CONTRACTOR shall give the notice required and comply with the provisions of Section 2251.051 of the Texas Government Code, and shall thereupon be entitled to the rights and remedies provided therein. 7.0 EXTRA WORK AND CLAIMS 7.01 DIFFERING SITE CONDITIONS. During the progress of the work,if subsurface, latent physical conditions or unknown physical conditions of an unusual nature are encountered at the site that differ materially from those indicated in the contract or from those ordinarily encountered and generally recognized as inherent in the work provided for in the contract,the CONTRACTOR' shall notify the OWNER's Representative in writing within three(3)calendar days of the specific differing conditions before the site is disturbed and before the affected work is.performed. (a)Upon written notification, the ENGINEER will investigate the conditions, and if it is determined that the conditions materially differ and cause an increase or decrease in the cost or time required for the performance of any work under the contract, an adjustment, excluding anticipated profits, will be made and the contract modified in writing accordingly. The ENGINEER will notify the CONTRACTOR in writing of the determination whether or not an adjustment of the contract is warranted. (b)No contract adjustment which results in a benefit to the CONTRACTOR will be allowed unless the CONTRACTOR has provided the required written notice. (c)No contract adjustment will be allowed under this clause for any effects caused on unchanged work. 7.02 SUSPENSIONS OF WORK ORDERED BY THE ENGINEER. If the performance of all or any portion of the work is suspended by the ENGINEER in writing for seven(7) calendar days and the CONTRACTOR believes that additional compensation and/or contract time is due as a result of such suspension,the CONTRACTOR shall submit a written request for adjustment to the ENGINEER within seven(7)calendar days of receipt of the notice to resume work. The request shall set forth the reasons and support for such adjustment. (a)Upon receipt;the ENGINEER will evaluate the CONTRACTOR's request. If the ENGINEER agrees that the cost and/or time required for the performance of the contract has increased as a result of such suspension and the suspension was caused by conditions beyond the control of and not the fault of the CONTRACTOR,its suppliers, or subcontractors at any approved tier, and not caused by weather,the ENGINEER will make 10-2012 00700-27 of 36 102 CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT an adjustment(excluding profit) and modify the contract in writing accordingly. The CONTRACTOR will be notified of the ENGINEER's determination, in writing, whether or not an adjustment of the contract is warranted. (b)No contract adjustment will be allowed unless the CONTRACTOR has submitted the request for adjustment within the time prescribed. (c)No contract adjustment will be allowed under this clause to the extent that performance would have been suspended by any other cause, or for which an adjustment is provided or excluded under any other term or condition of this contract. 7.03 CHANGE ORDERS. Without invalidating this Agreement, the OWNER may, at any time or from time to time, order additions, deletions or revisions to the Work; such changes will be authorized by Change Order to be prepared by the ENGINEER for execution by the OWNER and the CONTRACTOR. The Change Order shall set forth the basis for any change in Contract Price, as hereinafter set forth for Extra Work, and any change in Contract Time, which may result from the change. 7.04 In accordance with paragraph 1.07 CONTRACTOR'S request to work weekends, the Owner's Construction Manager shall,upon receipt of written notice by the CONTRACTOR of the need to conduct work on otherwise non-Work Days,prepare a cost estimate for providing Construction Management and Inspection services during the requested period and submit this to both OWNER and CONTRACTOR. If approved by both parties the Construction Manager shall prepare a Deductive Change Order in the amount stated in the estimate for the signature of the CONTRACTOR and the OWNER for inclusion in the next Pay Application. The Deductive Change Order must be signed and executed by both the OWNER and CONTRACTOR prior to start of work on any non-Work Day. 7.05 MINOR CHANGES. The ENGINEER may authorize minor changes in the Work not inconsistent with the overall intent of the Contract Documents and not involving an increase in Contract Price or time. If the CONTRACTOR believes that any minor changes authorized by the ENGINEER involves Extra Work or entitles him to an increase in the Contract Price or the Contract Time, the CONTRACTOR shall give notice of same by written request to the ENGINEER for a written Work Order, with a copy to OWNER. Any such notice and request by the CONTRACTOR shall be given prior to beginning the changed work. CONTRACTOR's commencement of any minor change in the Work prior to such written notice and request shall constitute a waiver of any and all claims for an increase in the Contract Price or the Contract Time arising out of or related to such changed.work. 7.06 EXTRA WORK. It is agreed that the CONTRACTOR shall perform all work when presented with a written Change Order, Work Change Directive or Work Order signed by the ENGINEER, subject, however, .to the right of the CONTRACTOR to require written confirmation of such Change Order, Work Change Directive or Work Order by the OWNER. It is agreed that the basis of compensation or adjustment to the CONTRACTOR for work either altered, added or deleted by a-Change Order or Work Change Directive, or for which a claim for Extra Work is made, shall be determined by one or more of the following methods: Method(A)--By Contract unit prices applicable to the work,if any; or 10-2012 00700-28 of 36 103 CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT • Method(B) --By agreed unit prices or agreed stipulated lump sum price; or Method(C)--If neither Method (A) nor Method (B) can be agreed upon before the Extra Work is commenced, then the CONTRACTOR shall be paid the"Actual Field Cost" of ' the work plus: a) For subcontractors performing work mark-up shall be limited to fifteen percent, ten (10%) for the subcontractor plus five (5%) for the General Contractor or b)For the General Contractor alone, self-performing the extra work,without - subcontractor, the mark-up shall not exceed ten percent (10%), as full and fmal compensation for the Extra Work and all.costs and expenses, direct or indirect, arising out of or related thereto. In the event said Extra Work or Change Order or Work Change Directive work is performed and paid for under Method(C), then the provisions of this paragraph shall apply and the "Actual Field Cost" is hereby defined as the cost to the CONTRACTOR of all workers, such as foremen, timekeepers, mechanics and laborers, and materials, supplies, trucks, rentals of machinery and equipment, for the time actually employed or used on such Extra Work or Change Order or Work Change Directive work, plus actual transportation charges necessarily incurred together with all power, fuel, lubricants, water and similar operating expenses, plus all necessary incidental expenses incurred directly on account of such Extra Work, including Social Security, Old Age ,Benefits and other payroll taxes, and a rateable proportion of premiums on Performance and Payment Bonds and Maintenance Bonds, Public Liability and Property Damage and Workers' Compensation, and all other insurance as may be required by law or ordinance, or the Contract Documents,plus all payments to subcontractors for such work. The ENGINEER may direct the form in which accounts of the "Actual Field Cost" shall be kept and the records of these accounts shall be made available to the ENGINEER. The ENGINEER or OWNER may also specify in writing, before the work commences, the method of doing the work and the type and kind of machinery and equipment to be used; otherwise these matters shall be determined by the CONTRACTOR. Unless otherwise agreed upon, the prices for the use of machinery and equipment shall be determined by using one hundred percent (100%), unless otherwise specified, of the latest schedule of Equipment Ownership Expense adopted by the Associated General Contractors of America where practicable. The mark-up of the "Actual Field Cost" to be paid to the CONTRACTOR, shall cover and compensate him for his profit, overhead, and all other elements of cost and expense not embraced within the "Actual Field Cost" as herein defined, save that where the CONTRACTOR's field office must be maintained solely on account of such Extra Work, then the cost to maintain and operate the same shall be included in the "Actual Field Cost." No claim for Extra Work of any kind will be allowed unless ordered by the ENGINEER in a written Work Order. In case any orders or instructions, either oral or written, appear to the CONTRACTOR to involve Extra Work for which he should receive compensation or an adjustment in the Contract Time, he shall make written request to the ENGINEER for a written Work Order authorizing such Extra Work within ten (10) days of ENGINEER's orders or instructions, otherwise the orders or instructions will be considered minor changes. The issuance 10-2012 00700-29 of 36 104 • CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT of a Work Order by the ENGINEER shall not constitute or be construed as an agreement or acknowledgement by the ENGINEER that the work which is the subject of the Work Order is Extra Work outside the scope of the Contract Work, but shall merely constitute a direction to the CONTRACTOR to perform the work, and the CONTRACTOR shall proceed with the work, and shall keep an accurate account of the "Actual Field Cost" thereof, as provided under Method (C). Upon completion of the alleged Extra Work, the CONTRACTOR shall promptly and within ten (10) days submit his claim to the ENGINEER by proper certification and attestation, on forms provided by the ENGINEER. The ENGINEER shall render a written decision on CON'1'RACTOR's,claim within ten (10) days. It is mutually agreed between the parties that the ENGINEER's decision on all claims or questions in relation to the Work, CONTRACTOR's performance of the Work, any changes in the Work or Extra Work,the Contract Price and/or the Contract Time, shall be fmal and conclusive and binding upon the parties. If the ENGINEER shall fail to respond in writing to CONTRACTOR's claim within thirty (30) days of the date of submission, or if CONTRACTOR shall dispute or object to ENGINEER's decision on any claim, and CONTRACTOR fails to file a Request for Mediation of such claim in accordance with the provisions of Article 9.0, within sixty(60) days after the date of submission to the ENGINEER, or such longer period as the parties may agree to in writing, the CONTRACTOR shall lose and forfeit his right to make such claim for Extra Work at any later date, and all such claims held by the CONTRACTOR shall be deemed waived, forfeited and forever barred. CONTRACTOR shall continue to diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. 7.07 TIME OF FILING CLAIMS. Except as otherwise provided herein, all questions of dispute or adjustment shall be made within the Pro-Trak system and filed with the ENGINEER within three (3) days after the ENGINEER has given any directions, order or instruction to which the CONTRACTOR desires to take exception. The ENGINEER shall reply within thirty(30) days to such written exceptions, and render his fmal decision in writing. It is mutually agreed between the parties that the ENGINEER's decision on all claims or questions in relation to the Work, CONTRACTOR's performance of the Work, any changes in the Work or Extra Work, the Contract Price and/or the Contract Time, shall be fmal and conclusive and binding upon the parties. In case the CONTRACTOR should desire to appeal from the ENGINEER's decision, the CONTRACTOR may request a meeting between representatives of the OWNER and the CONTRACTOR for the purposes of appealing the ENGINEER's decision directly to the OWNER, such meeting to occur within ten (10) days after the date of the CONTRACTOR's request, or such longer period as may be agreed to by the parties in writing. If the CONTRACTOR shall still be aggrieved after a meeting with the OWNER and/or his representative, the CONTRACTOR shall have sixty (60) days after the date of the meeting, or such longer period as the parties may agree to in writing, to file a Request for Mediation of such claim in accordance with the provisions of Article 9.0. In the event the CONTRACTOR shall fail, for any reason, to timely file a Request for Mediation, the OWNER shall be released of any and all liability, and the CONTRACTOR's failure to timely file a Request for Mediation shall constitute a waiver, forfeit and final bar of all such claims held by the CONTRACTOR against the OWNER. CONTRACTOR shall continue to diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. 10-2012 00700-30 of 36 105 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 8.0 DEFAULT 8.01 DEFAULT BY CONTRACTOR. In case the CONTRACTOR should abandon and fail or refuse to resume Work within five (5) days after written notification from the OWNER or the ENGINEER, or if the CONTRACTOR fails to comply with the orders of the ENGINEER when such orders are consistent with the Contract Documents, or if the CONTRACTOR otherwise . defaults on its obligations under the Contract, OWNER shall have the right, if it so elects and without prejudice to any other rights it may have, after giving five (5) days written notice of default to CONTRACTOR and any surety, to terminate the Contract or any part thereof and/or to take over or cause others to take over the Work or any part thereof, and to complete such Work for the account of CONTRACTOR. Where Performance and Payment Bonds exist, the sureties'on these bonds shall be directed to complete the Work in conjunction with the notice of default, and a copy of said notice shall be delivered to the CONTRACTOR. After receiving said notice of default,the CONTRACTOR shall promptly and within no more than three (3) days, remove from the Work any machinery, equipment, or tools then on the job, not intended for incorporation into the Work. Should CONTRACTOR fail to promptly remove such machinery, equipment or tools, OWNER may remove such machinery, equipment or tools and store same at CONTRACTOR's expense; return such machinery, equipment or tools to their purported owner; or otherwise dispose of such machinery, equipment or tools as OWNER sees fit. Any materials, supplies and/or equipment delivered for use in 'the Work, may be used in the completion of the Work by the OWNER or the surety on the Performance Bond, or another contractor in completion of the Work; it being understood that the use of such equipment, supplies and materials will ultimately reduce the cost to complete the Work and be reflected in the final settlement. • Where there is no Performance Bond or in case the surety should fail to commence compliance with the notice for completion hereinabove provided for within ten (10) days after the service of such notice, then the OWNER may provide for completion of the Work in either of the following elective manners: (a) The OWNER may thereupon employ such force of workers and use such machinery, equipment, tools, materials and supplies as the OWNER may deem necessary to expeditiously complete the Work, and charge the expense of such labor, machinery, equipment, tools, materials and supplies to said CONTRACTOR, and expense so charged shall be deducted and paid by the OWNER out of such monies as may be due or that may thereafter at any time become due to the CONTRACTOR under and by virtue of this Agreement or any other agreement between OWNER and CONTRACTOR. In case such expense is less than the sum which would have been payable under this Contract if the same had been completed by the CONTRACTOR, then said CONTRACTOR shall be credited with the difference. In case such expense is greater than the sum which would have been payable under this Contract if the same had been completed by such CONTRACTOR, then the CONTRACTOR and/or his surety shall promptly pay the amount of such excess to the OWNER upon demand; or 10-2012 00700-31 of 36 106 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT (b) The OWNER, under sealed bids, under the times and procedures provided for by law, may let the contract for completion of the Work under substantially the same terms and conditions which are provided in this Contract. In case of any increase in cost to the OWNER under the completion contract, as compared to what would have been the cost under this Contract, such increase shall be charged to the CONTRACTOR, and the amount of such increase may be deducted by the OWNER out of such monies as may be due or that may thereafter at any time become due to the CONTRACTOR under and by virtue of this Agreement or any other agreement between OWNER and CONTRACTOR, or the CONTRACTOR and/or his surety shall promptly pay the amount of such increase to the OWNER upon demand. However, should the cost to complete any such completion contract prove to be less than what would have been the cost to complete under this Contract,the CONTRACTOR and/or his surety shall be credited therewith. In the event of a default by CONTRACTOR, no further payments shall be made to CONTRACTOR under the Contract until the Work is Finally Completed. When the Work shall have been Finally Completed,the CONTRACTOR and his surety shall be so notified. A complete itemized statement of the Contract accounts, certified by the ENGINEER as being correct, shall then be prepared and delivered to the CONTRACTOR and his surety, whereupon the CONTRACTOR and/or his surety shall pay the balance due as reflected by said statement. The . OWNER, prior to incurring an obligation to make payment hereunder, shall have such statement of completion attested to by the CONTRACTOR and the surety as accurate, and in exchange for payment of the'sum.stated therein, the OWNER shall be entitled to a full and final release of any claims or demands by the CONTRACTOR or the surety. In the event the statement of accounts shows that the cost to complete the work is less than that which would have been the cost to the OWNER had the work been completed by the CONTRACTOR under the terms of this Contract, or when the CONTRACTOR and/or his surety shall pay the balance shown to be due by them to the OWNER, then all machinery, equipment, tools or supplies left on the site of the Work shall be turned over to the CONTRACTOR and/or his surety. Should the cost to complete the Work exceed the Contract Price, and the CONTRACTOR and/or his surety fail to pay the amount due the OWNER within the time designated above, and there remains any machinery, equipment, tools, materials or supplies which are the property of CONTRACTOR on the site of the Work, notice thereof, together with an itemized list of such equipment and materials, shall be mailed to the CONTRACTOR and his surety at the respective addresses designated in the Contract, provided, however, that actual written notice.given in any manner will satisfy this condition. After mailing or other giving of such notice, such property shall be held at the risk of the CONTRACTOR and his surety, subject only to the duty of the OWNER to exercise ordinary care to protect such property. After fifteen (15) days from the date of such notice, the OWNER may sell such property, equipment, tools, materials or supplies, and apply the net sum derived from such sale to the credit of the CONTRACTOR and his surety. Such sale may be made at either public or private sale, with or without notice, as the OWNER may elect. The OWNER shall release any machinery, equipment, tools, materials or supplies, which remain on the Work, and belong to persons other than the CONTRACTOR or his surety, to their reputed owners. 8.02 SUPPLEMENTATION OF CONTRACTOR FORCES. If CONTRACTOR at any . time shall, in OWNER'S sole opinion, fail to furnish skilled workers, suitable materials, supplies or adequate equipment sufficient for the prompt, timely and diligent prosecution of the Work in 10-2012 00700-32 of 36 107 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT • accordance with OWNER's direction, OWNER shall have the right, without prejudice to the exercise of other remedies for the same default and without fully taking over the Work, to supplement CONTRACTOR's forces and to expedite delivery of and to procure and furnish such workers, materials, tools, supplies or equipment for CONTRACTOR's account by employing other contractors and suppliers engaged in the same class of work and charge the entire cost • thereof to CONTRACTOR, said cost to be deducted from sums due or to become due to CONTRACTOR under the Contract or any other agreement with OWNER or any parent, subsidiary or affiliate of OWNER. 8.03 CUMULATIVE REMEDIES & SPECIFIC PERFORMANCE. All rights and remedies of OWNER, under the terms of the Contract and/or available at law or in equity, are cumulative. In the event CONTRACTOR or any of its subcontractors, vendors or suppliers fails or refuses for any reason to provide timely manufacture, fabrication, delivery, installation, erection, construction or completion of any supplies, materials, expendables, equipment, machinery, accessories or appurtenances to be furnished hereunder, CONTRACTOR acknowledges and agrees that such items are required, necessary, essentially unique to the Project and the Work and will cause irreparable harm to OWNER and the Project if not furnished in • accordance with the Contract, and OWNER shall have the right to obtain a decree of specific performance and mandatory injunctive relief from any Court of competent jurisdiction to ensure the timely furnishing of such items. 8.04 CROSS-DEFAULT. If, for any reason, CONTRACTOR is declared in default and/or terminated by OWNER under any other agreement with OWNER, whether related to the Project or not related to the Project, OWNER shall have the right to offset and apply any amounts which might be owed to OWNER by CONTRACTOR under any other such agreements against any earned but unpaid amounts owing to CONTRACTOR by OWNER under the Contract, any retainage earned by CONTRACTOR under the Contract or any unearned, unpaid amount under the Contract. 8.05 INSOLVENCY. It is recognized that if CONTRACTOR becomes a debtor in voluntary or involuntary bankruptcy proceedings, makes a general assignment for the benefit of creditors, or if a receiver is appointed on account of his insolvency, such events could seriously impair or frustrate CONTRACTOR's performance of the Work. Accordingly, it is agreed that should CONTRACTOR become a debtor in bankruptcy, either voluntary or involuntary, CONTRACTOR shall notify OWNER in writing within twenty-four (24) hours of the filing with the bankruptcy court. Further, it is agreed that upon occurrence of any one or more such events, OWNER shall be entitled to request of CONTRACTOR or its successors, trustees or receivers, adequate assurances of future performance. In the event such adequate assurances are not given to the reasonable satisfaction of OWNER.within seventy-two (72) hours of such request, OWNER shall have the right to immediately invoke the remedies of this Section 8 or as provided by law. Pending receipt of such adequate assurances of such future performance, OWNER may proceed with the Work on a temporary basis and deduct the costs, plus reasonable overhead and profit, • from'any.amounts due or which may become due to CONTRACTOR under the Contract or any other.agreement with OWNER. In this regard, OWNER and CONTRACTOR agree that delays in performance could result in more damages to CONTRACTOR than would be sustained if OWNER failed to exercise such remedies. ) 8.06 CONTINGENT ASSIGNMENT. CONTRACTOR hereby assigns to OWNER, all of CONTRACTOR's rights under and interest in any and all subcontracts and/or purchase orders 10-2012 00700-33 of 36 108 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT • entered into by CONTRACTOR pursuant to this Agreement, such assignment to become effective upon CONTRACTOR's default under this Agreement or OWNER's termination of this Contract, and OWNER's acceptance of such assignment. Upon CONTRACTOR's default or QWNER's termination of this Contract, OWNER may, in the event there is no performance bond, for the Contract, or in the event the performance bond surety fails to complete the Contract, or if OWNER otherwise so elects in its sole discretion, accept such assignment by written notice of such acceptance to CONTRACTOR and subcontractor, and may require subcontractors to perform all of the then unperformed duties and obligations under the subcontract, for the direct benefit of OWNER. In the,event OWNER requires such performance by a subcontractor, then OWNER shall be obligated to pay such subcontractor any amounts due and owing under the terms of the subcontract/purchase order, at the subcontract prices and rates, and subject to any rights of withholding or offset and other terms and conditions of the subcontract, for all work properly performed by such subcontractor, to the date of OWNER's acceptance and thereafter. OWNER's liability in this connection, however, shall not exceed the amount obtained by subtracting all payments made by CONTRACTOR to subcontractor from the Subcontract Price at the time of CONTRACTOR's default or OWNER's termination of CONTRACTOR. CONTRACTOR shall include a provision in its subcontracts that allows such assignment and allows OWNER to take these actions, and further provides that in the event of CONTRACTOR's termination for default, the subcontractor agrees to give the OWNER or its agent the right to inspect all books and records of subcontractor relating to the Work. 8.07 WAIVER OF CONSEQUENTIAL DAMAGES. CONTRACTOR expressly waives any and all claims for consequential damages against OWNER arising out of or related to this Contract, or any other agreements between CONTRACTOR and OWNER, including,but not limited to, claims for damages incurred by CONTRACTOR for principal office expenses,. including the compensation of personnel stationed there, losses of financing, bonding capacity, business and reputation, and claims for lost profit, whether on this Contract or otherwise. 8.08 TERMINATION FOR CONVENIENCE. OWNER may at its sole discretion, upon five (5) days written notice to CONTRACTOR, terminate this Contract, in whole or in part, if and when OWNER determines that it is in the best interest of OWNER to do so. Upon receipt of such written notice from OWNER, CONTRACTOR shall cease all terminated Work and take reasonable precautions to protect and preserve such work, and shall take all reasonable measures • after consultation with OWNER to terminate or assign to OWNER all subcontracts, purchase orders or other commitments related to the Work or the Project on terms and conditions acceptable to OWNER. CONTRACTOR will be paid for all Work performed in strict accordance with the Contract Documents, based upon the Contract Price and the percentage of completion on the date of termination, and less amounts previously paid, subject to any reasonable backcharges attributable to CONTRACTOR's failure to comply with any of the provisions of this Contract and further subject to the other terms of this Contract regarding payment. In no event will CONTRACTOR receive or be• entitled to any payment or compensation whatsoever for interruption of business or loss of business opportunities, any other items of consequential damages, for overhead or loss of profits on the unperformed Work and/or services and unfurnished materials or for any intangible, impact or similarly described cost, damages or expense, and under no circumstances shall the total sum paid to or received by CONTRACTOR under this Contract exceed the Contract Price. The compensation provided herein shall be CONTRACTOR's sole and exclusive remedy arising out of a termination for convenience. 10-2012 00700-34 of 36 109 CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 8.09 DEFAULT BY OWNER. In case the OWNER shall default on its material obligations under.this Contract, other than OWNER's failure to pay CONTRACTOR a disputed amount due within the time limits provided in the Contract or applicable law, as addressed by Section 6.13 of this Agreement, and shall fail or refuse to cure, or to commence and'diligently pursue cure of such default within fifteen (15) days after written notification by the CONTRACTOR, then the CONTRACTOR may suspend or wholly abandon the Work, and may remove therefrom all machinery, tools and equipment, and all materials on.the site of the Work that have not been included in payments to the CONTRACTOR and have not been incorporated into the Work. And thereupon, the ENGINEER shall make an estimate of the total amount earned by the CONTRACTOR, which estimate shall include the value of-all Work actually completed by said CONTRACTOR (at the Contract Prices),,the value of all partially completed Work at a fair and equitable price, and the amount of all Extra Work performed at the prices agreed upon, or provided for by the terms of this Contract, and a reasonable sum to cover the cost of any provisions made by the CONTRACTOR to carry the whole Work to completion and which cannot be utilized. The ENGINEER shall then make a .fmal statement of the balance due the CONTRACTOR by deducting from the above estimate all previous payments by the OWNER and all other sums that may be retained by the OWNER under the terms of this Agreement, and shall present the same to the OWNER, and OWNER's payment of said sum to the CONTRACTOR, on or before thirty (30) days after OWNER's receipt of such statement, shall satisfy any and all rights, claims or causes of action of CONTRACTOR arising out of or related to such default by OWNER, and shall be CONTRACTOR's sole and exclusive remedy for such default. A disputed or unilateral claim by the Contractor cannot by itself constitute a default hereunder. 9.0 DISPUTE RESOLUTION Any dispute or pending claim or dispute resolution process between OWNER and CONTRACTOR shall not excuse or relieve CONTRACTOR of its obligations under the Contract; and CONTRACTOR shall diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. All claims, disputes and other matters in question arising out of or relating to, the Contract, or the breach thereof, shall be subject to mediation as a condition precedent to any other dispute resolution process as may be selected by OWNER. Unless mutually agreed otherwise the mediation shall be conducted by a third party who will be selected by agreement between OWNER and CONTRACTOR, and Request for Mediation shall be filed with the other party. The parties shall share the mediator's fee and any filing fees equally. If a claim, dispute or other matter in question between OWNER and CONTRACTOR involves the work of a subcontractor or supplier, OWNER or CONTRACTOR may join such subcontractor or supplier as a party to any mediation proceeding between OWNER and CONTRACTOR hereunder. CONTRACTOR shall include in all subcontracts and/or purchase orders related to the Work a specific provision whereby the subcontractor or supplier consents to being joined in mediation between OWNER and CONTRACTOR involving the work of such subcontractor or supplier. This Contract shall be governed by the laws of the State of Texas and shall be considered performable in Brazoria County, Texas, for venue purposes. Further, the OWNER and CONTRACTOR stipulate that venue for any dispute resolution proceeding involving or touching upon the Contract other than the conduct of an arbitration hearing shall be in Brazoria County, 10-2012 00700-35 of 36 110 CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT Texas, or, if such choice of venue is prohibited or unenforceable by law, shall be held in the county where the Project is located. CONTRACTOR agrees to pay OWNER all reasonable attorneys' fees incurred by OWNER in the event OWNER seeks to enforce any provision of this Contract whether by arbitration or other dispute resolution process. Further, in the event OWNER defends any claim instituted by CONTRACTOR against OWNER, whether in arbitration or other dispute resolution process, CONTRACTOR agrees to pay OWNER all reasonable attorneys' fees incurred by OWNER in defending such claim provided OWNER is the prevailing party, in whole or in part, in such proceeding. • • 10-2012 00700-36 of 36 111 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO. 1 TO GENERAL CONDITIONS WORKERS' COMPENSATION INSURANCE COVERAGE A. DEFINITIONS: • Certificate of coverage ("certificate") -A copy of a certificate of insurance, a certificate of authority to self-insure issued by the commission, or a coverage agreement (TWCC81, TWCC-82, TWCC-83 or TWCC-84), showing statutory workers' compensation insurance coverage for the person's or entity's employees providing services on a project for the duration of the Project. Duration of the Project -includes the time from the beginning of the Work on the Project until the contractor's/person's work on the Project has been completed and the Project warranty period has expired. • Persons providing services on the project includes persons or entities performing all or part of the services the contractor has undertaken to perform on the project, regardless of whether that person contracted directly with due contractor and . regardless of whether that person has employees. This includes, without limitation, independent contractors, subcontractors, motor carriers and owner- operators, (as defined at Section 406.121 of the Texas Labor Code), leasing companies, and employees of any such entity, or employees of any entity which furnishes persons to provide services on the project. "Services" include, without limitation, providing, hauling, or delivering equipment or materials, or providing labor, transportation, or other service related to a project. "Services" does not include activities unrelated to the project, such as food/beverage vendors, office supply deliveries, and delivery of portable toilets. B. The CONTRACTOR shall provide'coverage, based on proper reporting of classification codes and payroll amounts and filing. of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Title 5 Workers' Compensation, Subtitle A Texas Workers' Compensation Act, for employees of the contractor providing services on. the project, for the duration of the project. . C. The CONTRACTOR must provide a certificate of coverage to the OWNER prior to being awarded the Contract. D. If the coverage period shown on the CONTRACTOR's current certificate of coverage ends during the duration of the project, the CONTRACTOR must, prior to the end of the coverage period, file a new certificate of coverage with the OWNER showing that coverage has been extended. E. The CONTRACTOR shall obtain from each subcontractor or other person providing services on a project, and provide to the OWNER: (I) a certificate of coverage, prior to that person beginning work on the Project, so the OWNER will have on file certificates of coverage showing coverage for all persons providing services on the Project; and 05/2007 00700-Al 112 CITY OFPEARLAND Project No. TR1205 GENERAL CONDI.TIONS OF AGREEMENT (2) no later than seven days after receipt by the CONTRACTOR and prior to the end of the coverage period, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the Project. F. The CONTRACTOR shall retain all required certificates of coverage for the duration of the Project and for one year thereafter. G. The CONTRACTOR shall notify the OWNER in writing by certified mail or personal delivery, within 10 days after the CONTRACTOR knew or should have known, of any changes that materially affect the provision of coverage of any person providing services on the Project. H. The CONTRACTOR shall post on each Project site a notice, in the text, form and manner prescribed by the Texas Workers' Compensation Commission, informing all persons providing services on the Project that they are required to be covered, and stating how a person may verify coverage and report lack of coverage. NOTICE REQUIRED WORKERS' COMPENSATION COVERAGE "The law requires that each person working on this site or providing services related to this construction project must be covered by workers' compensation insurance. This includes persons providing, hauling, or delivering equipment or materials, or providing labor or transportation or other service related to the project, regardless of the identity of their employer or status as an employee." "Call the Texas Workers' Compensation Commission at (512) 440- 3789 to receive information on the legal requirements for coverage, to verify whether your employer has provided the required coverage, or to report an employer's failure to provide coverage." The CONTRACTOR shall contractually require each person with whom it contracts to provide services on a project,too: (1) provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Title 5 Workers' Compensation, Subtitle A Texas Workers' Compensation Act, for all of its employees providing services on the Project, for the duration of the Project; (2) provide to the CONTRACTOR,prior to that person beginning work on the Project, a certificate of coverage showing that coverage is being provided for all i` employees of the person providing services on the project, for the duration of the Project: 05/2007 00700-A2 113 • CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT (3) provide the CONTRACTOR,prior to the end of the coverage period, a new certificate of coverage, showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the Project; (4) obtain from each other person with whom it contracts, and provide to the CONTRACTOR: (a) a certificate of coverage,prior to the other person beginning work on the Project; and (b) a new certificate of coverage showing extension of coverage,prior to the end of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the Project; (5) retain all required certificates of coverage on file for the duration of the Project and for one year thereafter; (6) notify the OWNER in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the Project; and (7) contractually require each person with whom it contracts,to perform as required by paragraphs (1) - (7), with the certificates of coverage to be provided to the person for whom they are providing services. J. By signing this Contract or providing or causing to be provided a certificate of coverage, the CONTRACTOR is representing to the OWNER that all employees of the CONTRACTOR who will provide services on the Project will be covered by workers' compensation coverage for the duration of the Project, that the coverage agreements will be based on proper reporting of classification codes and payroll amounts, and that all coverage agreements will be filed with the appropriate insurance carrier or, in the case of a self-insured, with the commission's Division of Self-Insurance Regulation. Providing false or misleading information may subject the CONTRACTOR to administrative penalties, criminal penalties, civil penalties, or other civil actions. K. The CONTRACTOR's failure to comply with any of these provisions is a breach of contract by the CONTRACTOR, which entitles the OWNER to pursue all rights and remedies available to it under the Contract, at law or in equity, if the CONTRACTOR does not remedy the breach within ten days after receipt of notice of breach from the OWNER. 05/2007 00700-A3 114 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO. 2 TO GENERAL CONDITIONS AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR'S SWORN RELEASE In consideration of the Final Payment under that certain contract between [Contractor's Company Name] (hereafter "CONTRACTOR") and the City of Pearland (hereafter "OWNER") for the Project known as [Official Project Title] (the "Contract"), the CONTRACTOR makes the following representations to OWNER, either individually if a proprietorship, or jointly and severally by all general partners if a partnership, or if a corporation, by action of the president and secretary of said corporation,as duly authorized by appropriate action of the stockholders and/or board of directors of said corporation, their signatures hereon constituting a representation under oath by said individuals that they have the authority to execute this Agreement for and on behalf of the said corporation: • 1. The undersigned CONTRACTOR represents to OWNER that the Application for Payment for the Final Payment under the Contract, and the final Change Order issued under the Contract if any, whether'or not modified, corrected or changed in some way by the ENGINEER, the CONTRACTOR or the OWNER, a copy of which are attached hereto and marked Exhibit "A", are true, correct and accurate, and that CONTRACTOR has received payment in full for all other Applications for Payment submitted under the Contract, and that CONTRACTOR has been fully compensated for all labor, materials, equipment and/or services furnished in connection with the Contract,except for the Final Payment. 2. It is agreed and stipulated by the undersigned CONTRACTOR that upon the receipt of Final Payment in the amount as set out on the attached Application for Payment, the CONTRACTOR, by execution of this instrument of release, does, therefore, RELEASE and FOREVER DISCHARGE OWNER of and from all manner of debts, claims, demands, obligations, suits, liabilities and causes of action of any nature whatsoever, at law or in equity, in contract or in tort, now existing or which may hereafter accrue, arising out of or related to the Contract, any Change Orders or Work Orders, the Work, or any labor, materials, equipment or services furnished by CONTRACTOR to OWNER. 3. The CONTRACTOR, acting by and through the person or persons whose names are subscribed hereto, does solemnly swear and affirm that all bills and claims have been paid to all materialmen, suppliers, laborers, subcontractors, or other entities performing services or supplying materials or equipment, and that OWNER shall not be subject to any bills, claims, demands, litigation or suits in connection therewith. 4. It is further specifically understood and agreed that this Agreement for Final Payment and Contractor's Sworn Release shall constitute a part of the Contract, and it is also specifically understood and agreed that this Agreement shall not act as a modification, waiver or renunciation by OWNER of any of its rights or remedies as set out in the Contract itself, but this Agreement for Final Payment and Contractor's Sworn Release shall constitute a supplement thereto for the additional protection of OWNER. 05/2007 10749-B1 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT SIGNED and EXECUTED this, the_day of ,20_ CONTRACTOR: By: Signature Print Name: Title: [If CONTRACTOR is a proprietorship, owner must sign; if a partnership, each general partner must sign; if a corporation,the following language should be used.] SIGNED and EXECUTED this,the day of .. 20_by , a Texas corporation,under authority granted to the undersigned by said corporation as contained in the Charter, By-Laws or Minutes of • a meeting of said corporation regularly called and held. CONTRACTOR: By: President • ATTEST: Corporate Secretary (Corporate Seal) [This form is for use by either a proprietorship or a partnership. In the event CONTRACTOR is a partnership or a joint proprietorship, additional signature lines should be added for each individual.] 05/2007 ,0j 9-B2 CITY OFPEARLAND Project No. TR1205 GENERAL, CONDITIONS OF AGREEMENT AFFIDAVIT STATE OF TEXAS § COUNTY OF § BEFORE ME,the undersigned authority, on this day personally appeared the person or persons whose name(s) are subscribed to the above and foregoing Agreement for Final Payment and Contractor's Sworn Release,who each, after being by me duly sworn, on their oaths deposed and said: I(We) am(are)the person(s)who signed and executed the above and foregoing Agreement for Final Payment and Contractor's Sworn Release, and I(we)have read the facts and statements as therein set out and the representations as made therein, and I(we) state that the above and foregoing are true and correct. CONTRACTOR-Affiant SWORN TO AND SUBSCRIBED TO before me,the day of 20_. Notary Public, State of Texas My Commission Expires: [This form is for use in the event CONTRACTOR is a corporation.] 07/2006 097�02-B3 • CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT AFFIDAVIT STATE OF TEXAS § COUNTY OF § BEFORE ME,the undersigned authority, on this day personally appeared the persons who signed and executed the above and foregoing Agreement for Final Payment mid Contractor's Sworn Release, whose names are set out above,who each, after being by me duly sworn, on their oaths deposed and said: We each are the persons whose names are subscribed above, and hold respectively the offices in the corporation as set out above, and each state under oath that we have the authority to execute this Agreement for Final Payment and Contractor's Sworn Release for and on behalf of said corporation,pursuant to authority granted to us in the Charter of said corporation, the By-Laws of said corporation and/or the Minutes of said corporation; and the facts, statements and representations as set out in the instrument to which this Affidavit is attached, are true and correct. SWORN TO AND SUBSCRIBED TO before me this, the day of 20 Notary Public, State of Texas My Commission Expires: 07/2006 00700-B4 118 CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT ATTACHMENT NO.3 TO GENERAL CONDITIONS OWNER'S INSURANCE REQUIREMENTS OF CONTRACTOR 1. Definitions. For purposes of this Agreement: • 1.1 Owner Parties. "Owner Parties"means (a) the City of Pearland, its successors and assigns, and the Engineer, (b) any officers, employees, or agents of such persons or entities, and(c)others as required by the Contract Documents, if any. 1.2 Contractor. "Contractor" shall mean the vendor providing the service or work to be performed under this Agreement. 1.3 Subcontractor. "Subcontractor" shall include subcontractors of any tier. 1.4 ISO. "ISO"means Insurance Services Office. 2. Contractor Insurance Representations to Owner Parties 2.1 It is expressly understood and agreed that the insurance coverages required herein: 2.1.1 represent Owner Parties' minimum requirements and are not to be construed to void or limit the Contractor's indemnity obligations as contained in this Agreement nor represent in any manner a determination of the insurance coverages the Contractor should or should not maintain for its own protection; and 2.1.2 are being, or have been, obtained by the Contractor in support of the Contractor's liability and indemnity obligations under this Agreement. Neither the requirements as to insurance to be carried as provided for herein, the insolvency, bankruptcy or failure of any insurance company carrying insurance of the Contractor, nor the failure of any insurance company to pay claims accruing, shall be held to affect, negate or waive anyof the provisions of this Agreement. 2.2 - Failure to obtain and maintain the required insurance shall constitute a material breach of, and default under, this Agreement. If the Contractor shall fail to remedy such breach within five (5) business days after notice by the Owner, the Contractor will be liable for any and all costs, liabilities, damages and penalties resulting to the Owner Parties from such breach, unless a written waiver of the specific insurance requirement(s) is provided to the Contractor.by the Owner. In the event of any failure by the Contractor to comply with the provisions of this Agreement, the Owner may, without in any way compromising or waiving any right or remedy at law or in equity, on notice to the Contractor, purchase such insurance, at the Contractor's expense, provided that the Owner shall have no obligation to do so and if the Owner shall do so, the Contractor shall not be relieved of or excused from the obligation to obtain and maintain such insurance amounts and coverages. 10-2012 00700-Cl 119 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT • 3. Conditions Affecting All Insurance Required Herein 3.1 Cost of Insurance. All insurance coverage shall be provided at the Contractor's sole expense. 3.2 Status and Rating of Insurance Company. All insurance coverage shall be written through insurance companies authorized to do business in the state in which the work is to be performed and rated no less than A-: VII in the most current edition of A.M. Best's Key Rating Guide. 3.3 Restrictive, Limiting, or Exclusionary Endorsements. All insurance coverage shall be provided to the Owner Parties in compliance with the requirements herein and shall contain no endorsements that restrict, limit, or exclude coverage required herein in any manner without the prior express written approval of the Owner. 3.4 Limits of Liability. The limits of liability may be provided by a single policy of insurance or by a combination of primary and umbrella policies, but in no event shall the total limits of liability available for any one occurrence or accident be less than the amount required herein. 3.5 Notice of Cancellation, Nonrenewal, or Material Reduction in Coverage. All insurance coverage shall contain the following express provision: In the event of cancellation, non-renewal, or material reduction in coverage affecting the certificate holder, thirty (30) days prior written notice shall be given to the certificate holder by certified mail or registered mail,return receipt requested. 3.6 Waiver of Subrogation. The Contractor hereby agrees to waive its rights of recovery from the Owner Parties with regard to all causes of property and/or liability loss and shall cause a waiver of subrogation endorsement to be provided in favor of the Owner Parties on all insurance coverage carried by the Contractor, whether required herein or not. 3.7 Deductible/Retention. Except as otherwise specified herein, no insurance required herein shall contain a deductible or self-insured retention in excess of $25,000 without prior written approval of the Owner. All deductibles and/or retentions shall be paid by, assumed by, for the account of, and at the Contractor's sole risk. The Contractor shall not be reimbursed for same. 4. Maintenance of Insurance. The following insurance shall be maintained in effect with limits' not less than those set forth below at all times during the term of this Agreement and thereafter as required: • 10-2012 00700-C2 120 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 4.1 Commercial General Liability Insurance 4.1.1 Coverage. Such insurance shall cover liability arising out of all locations and operations of the Contractor, including but not limited to liability assumed under this contract (including the tort liability of another assumed in a business contract). Defense shall be provided as an additional benefit and not included within the limit of liability. 4.1.2 Form. Commercial General Liability Occurrence form (at least as broad as an unmodified ISO CG 0001 0798 or its equivalent). 4.1.3 Amount of Insurance. Coverage shall be provided with limits of not less than: Each Occurrence Limit $1,000,000 General Aggregate Limit $2,000,000 Product-Completed Operations Aggregate Limit $2,000,000 Personal and Advertising Injury Limit $1,000,000 4.1.4 Required Endorsements a. Additional Insured. Additional insured status shall be provided in favor of the Owner Parties on any of the following: i. ISO form CG 20 1011 85; or - ii. ISO form CG 20 26 11 85; or i iii. a combination of ISO.forms CG 20 33 10 01 and CG 20 37 10 01; or iv. any form providing equivalent protection to Owner. b. Designated Construction Project(s) Aggregate Limit. The aggregate limit shall apply separately to this Agreement through use of an ISO CG 25 03 03 97 endorsement or its equivalent. c. Notice of Cancellation, Nonrenewal or Material Reduction in Coverage, as required in 3.5, above. d. Personal Injury Liability. The personal injury contractual liability exclusion shall be deleted. e. Primary and Non-Contributing Liability. It is the intent of the parties to this Agreement that all insurance required herein shall be primary to all insurance available to the Owner Parties. The obligations of the Contractor's insurance shall not be affected by any other insurance available to the Owner Parties and shall seek no contribution from the Owner Parties' insurance, whether primary, excess contingent, or on any other basis. The Contractor's insurance coverage shall be endorsed to provide such primary and non- contributing liability. f. Waiver of Subrogation, as required in 3.6, above. 10-2012 00700-C3 121 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 4.1.5 Continuing Commercial General Liability Insurance. The.Contractor shall maintain such insurance in identical coverage, form and amount, including _ required endorsements, for at least one (1) year following Date of Substantial Completion of the Work to be performed under this Agreement. The Contractor shall provide written representation to Owner stating Work completion date. 4.2 Auto Liability Insurance 4.2.1, Coverage. Such insurance shall cover liability arising out of any auto (including owned, hired, and non-owned). 4.2.2 Form. Business Auto form (at least as broad as an unmodified ISO CA 0001 or its equivalent). 4.2.3 Amount of Insurance. Coverage shall be provided with a limit of not less than$1,000,000. 4.2.4 Required Endorsements " 'a. Notice of Cancellation, Nonrenewal or Material Reduction in Coverage, as required in 3.5, above. b. Waiver of Subrogation, as required in 3.6, above. 4.3 Employer's Liability Insurance 4.3.1 Coverage. Employer's Liability Insurance shall be provided as follows: 4.3.2 Amount of Insurance. Coverage shall be provided with a limit of not less than: Employer's Liability: $1,000,000 each accident and each disease. 4.3.3 Required Endorsements a. ' Notice of Cancellation, Nonrenewal or Material Reduction in Coverage, as required in 3.5, above. b. Waiver of Subrogation, as required in 3.6, above. 4.4 Umbrella Liability Insurance 4.4.1 Coverage. Such insurance shall be excess over and be no less broad than all coverages described above and shall include a drop-down provision for exhaustion of underlying limits. 4.4.2 Form. This policy shall have the same inception and expiration dates as the commercial general liability insurance required above. • 10-2012 • 00700-C4 122 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 4.4.3 Amount of Insurance. Coverage shall be provided with a limit of not less than$5,000,000. 4.4.4 Continuing Umbrella Liability Insurance. The Contractor shall maintain such insurance in identical coverage, form and amount, including required endorsements, for at least one (1) year following Date of Substantial Completion of the Work to be performed under this Agreement. The Contractor shall provide written representation to the Owner stating Work completion date. 4.5 Professional Liability Insurance 4.5.1 Coverage. The Contractor shall provide professional liability insurance for any professional design or engineering drawing required by the work. Such insurance shall indemnify the Owner from claims arising from the negligent performance of professional services of any type, including but not limited to design or design/build services as part of the Work to be performed. 4.5.2 Form. This insurance shall include prior acts coverage sufficient to cover all services rendered by the Contractor and by its consultants under this Agreement. It is recognized that this coverage may be provided on a Claims-Made basis. 4.5.3 Amount of Insurance. Coverage shall be provided with a limit of not less than$1,000,000. 4.5.4 Continuing Professional Liability Insurance. The Contractor shall maintain such insurance in identical coverage, form and amount for at least one (1) year following Date of Substantial Completion of the Work to be performed under this Agreement. The Contractor shall provide written representation to the Owner stating Work completion date. 4.6 Builder's Risk 4.6.1 Insureds. Insureds shall include: a. Owner, General Contactor and all Loss Payees and Mortgagees as Named Insureds; and b. subcontractors of all tiers in the Work as Additional Insureds. 10-2012 00700-C5 123 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 4.6.2 Covered Property. Such insurance shall cover: a. all structure(s) under construction, including retaining walls, paved surfaces and roadways, bridges, glass, foundation(s), footings, underground pipes and wiring, excavations, grading, backfilling or filling; b. all temporary structures (e.g., fencing, scaffolding,cribbing, false work, forms, site lighting, temporary utilities and buildings) located at the site; c. all property including materials and supplies on site for installation; d. all property including materials and supplies at other locations but intended for use at the site; e. all property including materials and supplies in transit to the site for installation by all means of transportation other than ocean transit; and f. other Work at the site identified in the Agreement to which this Exhibit is attached. Form a. Coverage shall be at least as broad as an unmodified ISO Special form, shall be provided on a completed-value basis, and shall be primary to any other coverage insurance available to the insured parties, with that other insurance being excess, secondary and non- contributing. b. No protective safeguard warranty shall be permitted. c. Required coverage shall further include: i. Additional expenses due to delay in $TBD completion of project(where applicable) ii. Agreed value Included without sublimit iii. Damage arising from error, omission or Included without sublimit deficiency in construction methods, design, specifications, workmanship or materials, including collapse iv. Debris removal additional limit 25%of direct damage loss v. Earthquake(where applicable) $TBD vi. Earthquake sprinkler leakage(where $ TBD applicable) vii. Expediting expenses $ TBD viii. Flood(where applicable) $ TBD ix. Freezing Included without sublimit x. Mechanical breakdown, including hot& Included without sublimit cold testing(where applicable) xi. Notice of cancellation,non-renewal or Included 10-2012 00700-C6 124 CITY OFPEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT material reduction—60 days prior written notice to each insured • xii. Occupancy clause, as required in F, Included below xiii. Ordinance or law Included without sublimit xiv. Pollutant clean-up and removal $ TBD xv. Preservation of property Included without sublimit xvi. Replacement cost Included xvii. Theft Included without sublimit xviii. Waiver of subrogation as required in G, Included below. 4.6.3 Amount of Insurance. Coverage shall be provided in an amount equal at all times to the full replacement value and cost of debris removal for any single occurrence. 4.6.4 Deductibles. Deductibles shall not exceed the following: a. All Risks of Direct Damage,Per $5,000 Occurrence, except b. Delayed Opening Waiting Period 5 Days c. Flood,Per Occurrence $25,000 or excess of NFIP if in Flood Zone A, BorV d. Earthquake and Earthquake Sprinkler $25,000 Leakage, Per Occurrence 4.6.5 Termination of Coverage. The termination of coverage provision shall be endorsed to permit occupancy of the covered property being constructed so long as such occupancy does not exceed 20% of the usable area of the property. This insurance shall be maintained in effect, unless otherwise provided for in the Contract Documents, until the earliest of the following dates: a. the date on which all persons and organizations who are insureds under the policy agree that it shall be terminated; b. the date on which fmal payment, as provided for in the Agreement to which this Exhibit is attached,has been made; or c. the date on which the insurable interests in the Covered Property of all insureds other than Contractor have ceased. 10-2012 00700-C7 125 • CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT 4.6.6 Waiver of Subrogation. The waiver of subrogation provision shall be endorsed as follows: a. A waiver of subrogation shall be provided in favor of all insureds. b. The waiver of subrogation provisions shall be endorsed as follows: Should a covered loss be subrogated, either in whole or in part, your rights to any recovery will come first, and we will be entitled to a recovery only after you. have been fully compensated for the loss. 5. Intentionally left blank. 6. Evidence of Insurance 6.1 Provision of Evidence. Evidence of the insurance coverage required to be maintained by the Contractor, represented by certificates of insurance, evidence of insurance, and endorsements issued by the insurance company or its legal agent, and must be furnished to the Owner prior to commencement of Work and not later than fifteen (15) days after receipt of this Agreement. New certificates of insurance, evidence of insurance, and endorsements shall be provided to the Owner prior to the termination date of the current certificates of insurance, evidence of insurance, and endorsements. 6.2 Form 6.2.1 All property insurance required herein shall be evidenced by ACORD form 28, "Evidence of Property Insurance". 6.2.2 All liability insurance required herein shall be evidenced by ACORD form 25, "Certificate of Insurance". 6.3 Specifications. Such certificates of insurance, evidence of insurance, and endorsements shall specify: 6.3.1 The Owner as a certificate holder with correct mailing address. • 6.3.2 Insured's name,which must match that on this Agreement. ' 6.3.3 Insurance companies affording each coverage, policy number of each coverage, policy dates of each coverage, all coverages and limits described herein, and signature of authorized representative of insurance company. 6.3.4 Producer of the certificate with correct address and phone number listed. 6.3.5 Additional insured status required herein. 6.3.6 Amount of any deductibles and/or retentions. 6.3.7 Cancellation, non-renewal and material reduction in coverage notification as required by this Agreement. Additionally, the words "endeavor to" and "but failure to mail such notice shall impose no obligation or liability of any kind upon Company, it agents or representatives" shall be deleted from the cancellation provision of the ACORD 25 certificate of insurance form. 10-2012 00700-C8 126 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT " . 6.3.8 Designated Construction Project Aggregate Limits required herein. 6.3.9 Personal Injury contractual liability required herein. 6.3.10 Primary and non-contributing status required herein. 6.3.11 Waivers of subrogation required herein. 6.4 Required Endorsements. A copy of each of the required endorsements shall also be provided. 6.5 Failure to Obtain. Failure of any Owner Party to demand such certificate or other evidence of full compliance with these insurance. requirements or failure of any Owner Party to identify a deficiency from evidence that is provided shall not be construed as a waiver of the Contractor's obligation to maintain such insurance. 6.6 Certified Copies. Upon request of any Owner Party, the Contractor shall provide to the Owner a certified copy of all insurance policies required herein within ten (10) • days of any such request. Renewal policies, if necessary, shall be delivered to the Owner prior to the expiration of the previous policy. 6.7 Commencement of Work. Commencement of Work without provision of the required certificate of insurance, evidence of insurance and/or required endorsements, or without compliance with any other provision of this Agreement, shall not constitute a waiver by any Owner Party of any rights. The Owner shall have the right, but not the obligation, of prohibiting the Contractor or any subcontractor from performing any Work until such certificate of insurance, evidence of insurance and/or required endorsements are received and approved by the Owner. • 7. Insurance Requirements of Contractor's Subcontractors 7.1 Insurance similar to that required of the Contractor shall be provided by all subcontractors (or provided by the Contractor on behalf of subcontractors) to cover operations performed under any subcontract agreement. The Contractor shall be held responsible for any modification in these insurance requirements as they apply to subcontractors. The Contractor shall maintain certificates of insurance from all subcontractors containing provisions similar to those listed herein (modified to recognize that the certificate is from subcontractor) enumerating, among other things, the waivers of subrogation,' additional insured status, and primary liability as required herein, and make them available to the Owner upon request. 7.2 The Contractor is fully responsible for loss and damage to its property on the site, including tools and equipment, and shall take necessary precautions to prevent damage to or vandalism, theft, burglary, pilferage and unexplained disappearance of property. Any insurance covering the Contractor's or its subcontractor's property shall be the Contractor's and its subcontractor's sole and complete means or recovery for any such loss. To the extent any loss is not covered by said insurance or subject to any deductible or co-insurance, the Contractor shall not be reimbursed for same. Should the Contractor or its subcontractors choose to self insure this risk, • it is expressly agreed that the Contractor hereby waives, and shall cause its 10-2012 00700-C9 127 CITY OF PEARLAND Project No. TR1205 GENERAL CONDITIONS OF AGREEMENT - subcontractors to waive, any claim for damage or loss to said property in favor of 'the Owner Parties. 8.' Use of the Owner's Equipment. The Contractor, its agents,employees, subcontractors or suppliers shall use the Owner's equipment only with express written permission of the Owner's designated representative and in accordance with the Owner's terms and condition for such use. If the Contractor or any of its agents, employees, subcontractors or suppliers utilize any of the Owner's equipment for any purpose, including machinery, tools, scaffolding, hoists, lifts or similar items owned, leased or under the control of the Owner, the Contractor shall defend, indemnify and be liable to the Owner Parties for any and all loss or damage which may arise from such use. 9. Release and Waiver. The Contractor hereby releases, and shall cause its subcontractors to release, the Owner Parties from any and all claims or causes of action whatsoever which the Contractor and/or its subcontractors might otherwise now or hereafter possess resulting in or from or in any way connected with any loss covered by insurance, whether required herein or not, or which should have been covered by insurance required herein, including the deductible and/or uninsured portion thereof, maintained and/or required to be maintained by the Contractor and/or its subcontractors pursuant to this Agreement. 10-2012 00700-C 10 128 ® :• .. ' .. • 'DATE(MM/DD/YYYY) - . •ACORQ CERTIFICATE •OF LIABILITY INSURANCE ' • . `� . . • , .. . 6/8/2018.. 10/23/2017 THIS CERTIFICATE"IS ISSUED AS•A MATTER.OF.INFORMATION ONLY AND CONFERS'NO RIGHTS UPON,THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND; EXTEND OR ALTER THE COVERAGE AFFORDED .BY THE POLICIES BELOW: THIS CERTIFICATE OF INSURANCE DOES:NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),'AUTHORIZED REPRESENTATIVE OR:,PRODUCER,.AND THE CERTIFICATE.HOLDER. . . _ . IMPORTANT: If the certificate holder is'an ADDITIONAL INSURED,the policy(ies)must have ADDITIONAL INSURED'provisions•or be endorsed: If SUBROGATION IS.WAIVED,subject to the.terms and conditions of the.policy,.certain policies mai require an endorsement. A'statement on this certificate does net confer.rights to the certificate holder'in lieu of such endorsement(s). . . . • . • . . . ' . . ' PRODUCER Lockton'Companies. ' : .'. • • .. , . • NAAME�T • 444 W.47th Street;Suite.900 PHONE - FAX • Kansas City MO 64112-1906:• a ea��'EMI` lac,Nola . (816)960 900.0 • ADDRESS: . . • . • • . •INSURERS)AFFORDING COVERAGE ' . • •NAIC# ' . INSURER A i The Phoenix Insurance•Company. . 25623 . INSURER SER CONSTRUCTION PARTNERS,LLC . INSURER B:The Charter Oak Fire Insurance Company " 25615.' • 1424630 .. 0 _P.O.BOX 5685 •. INSURER C:XL Specialty Insurance Cot p an 37885• . . PASADENA TX 77508 . INSURER D:The Travelers Iridemnity.'Company .•• '.2565g . . INSURER E: . . .. . .. . .. . .. INSURER F:' - • • .'.COVERAGES . .. • '' . - .• •' CERTIFICATE NUMBER:. ' 15.010491 : • • •' REVISION'NUMBER:•' _:XXXXXXX • . • ' 'THIS•IS TO:cERTIFY THAT THE:POLICIES OF:INSURANCE LISTED BELOW HAVE'BEEN ISSUED TO THE INSURED NAMED ABOVE FOR:THE POLICY PERIOD INDICATED.:NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER:DOCUMENT WITH RESPECT TO WHICH:THIS . . CERTIFICATE MAY BE ISSUED OR.MAY'PERTAIN,'THE-INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE'TERMS, .EXCLUSIONS AND.CONDITIONS OF SUCH POLICIES."LIMITS.SHOWN MAY HAVE.BEEN REDUCED BY PAID CLAIMS.. ' '' , . . • " - • . • . INSR - " ' - , - • "• " - :•• ADDL SUER ,• • - • . . •POLICY EFF• POLICY'EXP • " . - .. .. . ' - LTR . . •• TYPE OF INSURANCE.. . ' • • INsp WVp- - POLICYNUMBER - . (MM/DD/YYYY) IMMIDD/YYYY) '• ' . '• . •LIMITS. . . ' ' A X. .COMMERCIAL GENERAL.LIABILITY ' Y. y DT-CO-3J465794-PHX-17 6/8/2017 . '6/8/2018' :.• •EACH OCCURRENCE' $ 1,000 00O •. DAMAGE RENTED CLAIMS-MADE .�{• 'OCCUR. PREMISES(Ea occurrence) ' .$.300;000 - MED EXP(Any one person) $ 5,000 • • PERSONAL It ADV INJURY •''$ 1,000;000 • ' . GEN'L AGGREGATE LIMITAPPLIES PER:. • . GENERAL AGGREGATE • • .$ 2,000,000. ' ' . POLICY JECT LOC R. PRO- PRODUCTS=COMP/Op AGG $ 2,000;000 OTHER: . B AUTOMOBILE LABILITY' ' -6/8/2018:y y, D810.-3J465�94-COF=17. 6/8/2017 • CaMBcEDSINGL ;- -E LIMIT $ 1000,000.(Eaident ' X' ANY AUTO BODILY INJURY(Per person) $. XXXXXXX • • OWNED .. SCHEDULED BODILY'INJURY•(Per accident)•$'. 'AUTOS ONLY AUTOS XXXXXXX HIRED NON-OWNED PROPERTY DAMAGE-. XXXXXXX • ._ AUTOS ONLY •_ AUTOS ONLY • . • ' , (Per accident) • . • .' $ . ' $ XXXXXXX Y Y• US00075691•LI17A ' '• . 6/8/2017 6/8/2018EACHENC ' •"• OCCURRE • • • $-5,000;000 C UMBRELLA LIAB .X '000UR .. EXCESS.LIAB, CLAIMS-MADE AGGREGATE • $ S;OOO,OOO DED RETENTION$. .. • $ XXXXXXX. . • - . WORKERS COMPENSATION ' - ' - PER - • - OTN= .. • .. • D AND'EMPLOYERS'LIABILITY.: - ' Y./ •N Y' DTKUB-279ZX32-A-17 6/8/2017 .. -6/8/2018- .. -X' STATUTE - ER . . - • - • ' , ANY PROPRIETOR/PARTNER/EXECUTIVE 'El:EACH ACCIDENT" .• .$. I,000,000. • OFFICER/MEMBEREXCLUDED? ' .. N. NIA • . . . (Mandatory In NH). . ' ' E.L.DISEASE-EA EMPLOYEE $ 1,000;000 , • If yes,describe under ' '. - : : ' • DESCRIPTION OF.OPERATIONS below••' . . . - . . • E.L.DISEASE,POLICY LIMIT"$ 1,000000 " • ' . 'DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES,(ACORD.101;Additional Remarks'Schedule,may be attached If more.space Is required) .• ' • • - ' ' ' • • - ' ' • • PROJECT:TR1205 MAX ROAD.(CR 108)CSJ NO;0912-31-273COP PN:TRI205;.CITY OF.PEARLAND,,TEXAS.AND1nPS.KLOTZ&ASSOCIATES ARE ADDITIONAL• ; ' • . INSURED ON GENERAL LrABILITY,AUTOAND UMBRELLA COVERAGE;ON A PRIMARY NON-CONTRIBUTORY BASIS,IF REQUIRED BY WRITTEN CONTRACT. • • • WAIVER OF SUBROGATION IN FAVOR OF THE ADDITIONAL INS.URED•APPLIES ON WORK COMP GENERAL LIABILITY,AUTO AND UMBRELLA COVERAGE,IF • . REQUIRED BY WRITTEN CONTRACT AND WHERE ALLOWED BY LAW. COVERAGE IS SUBJECT TO THE TERMS AND CONDITIONS OF THE POLICY. • . • • • .CERTIFICATE HOLDER• .• . . CANCELLATION ' ' .•...: " . . . . • . • .• .' . 15010491 CITY.OF PEARLAND,TEXAS SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE 3519 LIBERTY. THE EXPIRATION DATE .THEREOF,' NOTICE WILL BE'.DELIVERED IN PEARLAND TX 77581 ACCORDANCE WITH THE POLICY PROVISIONS. ' • AUTHORIZED REPRESENTATIV r ' • i'• . 0.'©1988� •. CORD CORPORATION. All rights reserved:.: ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD.. . CITY OF PEARLAND Project No. TR1205LGPP GENERAL CONDITIONS AND SCOPE OF WORK Section 00770-T LGPP GENERAL CONDITIONS AND SCOPE OF WORK 1. CONTRACT INTENT The intent of the Contract is to describe the completed work to be performed.Furnish materials,supplies, tools,equipment,labor,and other incidentals necessary for the proper prosecution and completion of the work in accordance with Contract documents. 2. PRECONSTRUCTION CONFERENCE Before starting work,schedule and attend a preconstruction conference with the Owner.Failure to schedule and attend a preconstruction conference is not grounds for delaying the beginning of working day charges. Work with the Owner to resolve all issues during the course of the Contract.Refer to Article 4.7.,"Dispute or Claims Procedure,"for all unresolved issues. • 3. PARTNERING The intent of this Article is to promote an environment of trust,mutual respect,integrity,and fair-dealing between the Owner and the Contractor. Informal partnering does not make use of a facilitator,while formal partnering uses the services of a facilitator (internal or external). 3.1. Procedures for Partnering Meetings and Format. Informal partnering is required,unless formal partnering is mutually agreed to instead of the informal partnering. 3.2. Facilitators.The facilitator is to act as a neutral party seeking to initiate cooperative working relationships. This individual must have the technical knowledge and ability to lead and guide discussions.Choose either an internal or external facilitator.The facilitator must be acceptable to the Engineer. 3.2.1. Internal Facilitators.An Owner or Contractor internal(staff)facilitator may be selected as the facilitator at no additional cost to either party. 3.2.2. External Facilitators.A private firm or individual that is independent of the Contractor and the Owner may be selected as the facilitator.Submit the facilitator's name and estimated fees for approval before contracting with the facilitator. 3.3. Meetings and Arrangements.Coordinate with the Engineer for meeting dates and times,locations including third party facilities,and other needs and appurtenances,including,but not limited to,audio or visual equipment.Make all meeting arrangements for formal partnering.Use Owner facilities or facilities in the vicinity of the project if available.Submit the estimated meeting costs for approval before finalizing arrangements. Coordinate facilitator discussions before the partnering meeting to allow the facilitator time to prepare an appropriate agenda.Prepare a list of attendees with job titles and include critical Contractor,subcontractor, and supplier staff in the list.Provide the facilitator the list of attendees and invite the attendees listed. The Owner will invite and provide a list of attendees that includes,but is not limited to,Owner,TxDOT,other local governments,law enforcement,railroad,and utility representatives. • 6-2017 00770-T 1 of 4 129 CITY OF PEARLAND Project No. TR1205LGPP GENERAL CONDITIONS AND SCOPE OF WORK � a Participate in additional partnering meetings as mutually agreed. 3.4. Payment.Expenses for labor,Contractor equipment,or overhead will not be allowed.Markups as prescribed in Article 9.7.,"Payment for Extra Work and Force Account Method,"will not be allowed. Informal partnering will be conducted with each party responsible for their own costs. For formal partnering using internal facilitators,the Contractor will be responsible for arrangements and for expenses incurred by its intemal facilitator,including,but not limited to,meals,travel,and lodging.Owner facilitators,if available,may be used at no additional cost. For formal partnering using external facilitators,submit an invoice to the Engineer for reimbursement.The Owner will reimburse the Contractor for half of the eligible expenses as approved.For external facilitators not approved by the Owner but used at the Contractor's option,the Contractor will be responsible for all costs of the external facilitator. For meeting facilities and appurtenances,submit an invoice to the Engineer for reimbursement.The Owner will reimburse the Contractor for half of the eligible expenses as approved. 4. CHANGES IN THE WORK The Engineer reserves the right to make changes in the work including addition,reduction,or elimination of quantities and alterations needed to complete the Contract.Perform the work as altered.These changes will not invalidate the Contract nor release the Surety.The Contractor is responsible for notifying the sureties of any changes to the Contract. If the changes in quantities or the alterations do not significantly change the character of the work under the Contract,the altered work will be paid for at the Contract unit price.If the changes in quantities or the alterations significantly change the character of the work,the Contract will be amended by a change order.If no unit prices exist,this will be considered extra work and the Contract will be amended by a change order. Provide cost justification as requested,in an acceptable format.Payment will not be made for anticipated profits on work that is eliminated. Agree on the scope of work and the basis of payment for the change order before beginning the work.If there is no agreement;the Engineer may order the work to proceed under Article 9.7.,"Payment for Extra Work and Force Account Method,"or by making an interim adjustment to the Contract.In the case of an adjustment,the Engineer will consider modifying the compensation after the work is performed. A significant change in the character of the work occurs when: ■ the character of the work for any item as altered differs materially in kind or nature from that in the Contract or • a major item of work varies by more or less than 25%from the original Contract quantity. When the quantity of work to be done under any major item of the Contract is more than 125%of the original quantity stated in the Contract,then either party to the Contract may request an adjustment to the unit price on the portion of the work that is above 125%. When the quantity of work to be done under any major item of the Contract is less than 75%of the original quantity stated in the Contract,then either party to the Contract may request an adjustment to the unit price. When mutually agreed,the unit price may be adjusted by multiplying the Contract unit price by the factor in Table 1.If an adjusted unit price cannot be agreed upon,the Engineer may determine the unit price by multiplying the Contract unit price by the factor in Table 1. 6-2017 00770-T 2 of 4 129A CITY OF PEARLAND Project No. TR1205LGPP GENERAL CONDITIONS AND SCOPE OF WORK Table 1 Quantity-Based Price.Adjustment Factors %of Original Quantity Factor z50and<75 1.05 z 25 and<50 1.15 <25 , 1.25 If the changes require additional working days to complete the Contract,Contract working days will be • adjusted in accordance with Item 8,'Prosecution and Progress." 5. DIFFERING SITE CONDITIONS During the progress of the work,differing subsurface or latent physical conditions may be encountered at the site.The 2 types of differing site conditions are defined as: • those that differ materially from those indicated in the Contract and • unknown physical conditions of an unusual nature differing materially from those ordinarily encountered and generally recognized as inherent in the work provided for in the Contract. Notify the Engineer in writing when differing site conditions are encountered.The Engineer will notify the Contractor when the Owner discovers differing site conditions.Unless directed otherwise,do not work on the affected items and leave the site undisturbed.The Engineer will investigate the conditions and determine whether differing site conditions exist.If the differing site conditions cause an increase or decrease in the cost or number of working days specified for the performance of the Contract,the Engineer will make adjustments,excluding the loss of anticipated profits,in accordance with the Contract.Additional compensation will be made only if the required written notice has been provided. 6. REQUESTS FOR ADDITIONAL COMPENSATION Notify the Engineer in writing of any intent to request additional compensation once there is knowledge of the basis for the request.An assessment of damages is not required to be part of this notice but is desirable.The intent of the written notice requirement is to provide the Owner an opportunity,to evaluate the request and to keep an accurate account of the actual costs that may arise.Minimize impacts and costs. If written notice is not given,the Contractor waives the right to additional compensation unless the circumstances could have reasonably prevented the Contractor from knowing the cost impact before performing the work.Notice of the request and the documentation of the costs will not be construed as proof • , or substantiation of the validity of the request.Submit the request in enough detail to enable the Owner to determine the basis for entitlement,adjustment in the number of working days specified in the Contract,and compensation. The Owner will not consider fees and interest on requests for additional compensation.Fees include,but are not limited to:preparation,attorney,printing,shipping,and various other fees. Damages occur when impacts that are the responsibility of the Owner result in additional costs to the Contractor that could not have been reasonably anticipated at the time of letting.Costs of performing additional work are not considered damages.For Contractor damages,the intent is to reimburse the Contractor for actual expenses arising out of a compensable impact.No profit or markups,other than labor burden,will be allowed.For damages,labor burden will be reimbursed at 35%unless the Contractor can justify higher actual cost.Justification for a higher percentage must be in accordance with the methodology provided by the Owner,submitted separately for project overhead labor and direct labor,and determined and submitted by a Certified Public Accountant(CPA).Submit CPA-prepared labor burden rates directly to the Owner. 6-2017 00770-T 3 of 4 129B CITY OFPEARLAND Project No. TR1205LGPP GENERAL CONDITIONS AND SCOPE OF WORK If the Contractor requests compensation for delay damages and the delay is determined to be compensable, then standby equipment costs and project overhead compensation will be based on the duration of the compensable delay and will be limited as follows: 6.1. Standby Equipment Costs.Payment will be made in accordance with Section 9.7.1.4.3.,"Standby Equipment Costs." 6.2. Project Overhead.Project overhead is defined as the administrative and supervisory expenses incurred at the work locations.When delay to project completion occurs,reimbursement for project overhead for the Contractor will be made using the following options: • reimbursed at 6%(computed as daily cost by dividing 6%of the original Contract amount by the number of original Contract work days),or • actual documented costs for the impacted period. Project overhead for delays impacting subcontractors will be determined from actual documented costs submitted by the Contractor. Time extensions and suspensions alone will not be justification for reimbursement for project overhead. 6.3. Home Office.Overhead.The Owner will not compensate the Contractor for home office overhead. 7. DISPUTE OR CLAIMS PROCEDURE The dispute resolution policy promotes a cooperative attitude between the Engineer and Contractor. Emphasis is placed on resolving issues while they are still current,at the project office,and in an informal manner.Open sharing of information is encouraged by all parties involved so the information provided completely and accurately reflects the issues and facts.If information is not shared,decisions may be limited to relying on the documentation that is available for review. The Owners's goal is to have a dispute settled by the Engineer before elevating it as a claim. If a dispute cannot be resolved,initiate the Contract claim procedure by filing a Contract claim after the completion of the Contractor when required for orderly performance of the Contract.Submit the claim to the Owner in accordance with state law. For a claim resulting from enforcement of a warranty period,file the claim no later than one year after expiration of the warranty period.For all other claims,file the claim no later than the date the Owner issues notice to the Contractor that they are in default,the date the Owner terminates the Contract,or one year after the date of final acceptance of the Contract.It is the Contractor's responsibility to submit requests in a timely manner. 6-2017 00770-T 4 of 4 129C CITY OF PEARLAND LGPP GENERAL CONDITIONS • Project No. TR1205 AND CONTROL OF THE WORK Section 00780-T LGPP GENERAL CONDITIONS AND CONTROL OF THE WORK 1. AUTHORITY OF ENGINEER The Engineer has the authority to observe,test,inspect,approve,and accept the work on behalf of the Owner.The Engineer decides all questions about the quality and acceptability of materials,work performed, work progress,Contract interpretations,and acceptable Contract fulfillment.The Engineer has the authority to enforce and make effective these decisions. The Engineer acts as a referee in all questions arising under the terms of the Contract.The Engineer's decisions will be final and binding. 2. PLANS AND WORKING DRAWINGS When required,provide working drawings to supplement the plans with all necessary details not included on the Contract plans.Prepare and furnish working drawings in a timely manner and obtain approval,if required, before the beginning of the associated work.For all working drawing submittal requirements,the Engineer may allow electronic and other alternative submission procedures.Have a licensed professional engineer sign,seal,and date the working drawings as indicated in Table 1. Prepare working drawings using United States standard measures in the English language.The routing of submittals for review and approval will be established at the preconstruction conference.The Contractor is responsible for the accuracy,coordination,and conformity of the various components and details of the working drawings.Owner approval of the Contractor's working drawings will not relieve the Contractor of any responsibility under the Contract.The work performed under this article will not be measured or paid for directly but will be subsidiary to pertinent items. Table 1 Signature and Approval Requirements for Working Drawings Requires Licensed Requires Owner Working Drawings For Professional Engineer's Approval Signature,Seal,and Date 1.Alternate or optional designs Yes Yes submitted by Contractor o 2.Supplementary shop and fabrication unlessNequired See applicable drawings for structural Items on the plans Item 3.Contractor-proposed temporary facilities that affect the public safety,not Yes Yes included on the plans Bridges,retaining Yes 4.Form and walls,and other • unless otherwise Not falsework major structures shown on the plans details No Minor structures unless otherwise No shown on the plans _ 5.Erection drawings Yes - No1,2 6.Contractor-proposed major Yes Yes modifications to traffic control plan 1. The Engineer may require that the Contractor have a licensed professional engineer certify that the temporary works are constructed according to the sealed drawings. , 2. Approval is required for items spanning over live traffic or where safety of the traveling public is affected,in the opinion of the Engineer. 6-2017 00780-T 1 of 5 130 CITY OF PEARLAND LGPP GENERAL CONDITIONS Project No. TR1205 AND CONTROL OF THE WORK 3. CONFORMITY WITH PLANS,SPECIFICATIONS,AND SPECIAL PROVISIONS Furnish materials and perform work in reasonably close conformity with the lines,grades,cross-sections, dimensions,details,gradations,physical and chemical characteristics of materials,and other requirements shown in the Contract(including additional plans for non-site-specific work).Reasonably close conformity limits will be as defined in the respective items of the Contract or,if not defined,as determined by the Engineer.Obtain approval before deviating from the plans and approved working drawings.Do not perform work beyond the lines and grades shown on the plans or any extra work without the Engineer's approval. Work performed beyond the lines and grades shown on the plans or any extra work performed without approval is considered unauthorized and excluded from pay consideration.The Owner will not pay for material rejected due to improper fabrication,excess quantity,or any other reasons within the Contractor's control. 3.1. Acceptance of Defective or Unauthorized Work.When work fails to meet Contract requirements,but is adequate to serve the design purpose,the Engineer will decide the extent to which the work will be accepted and remain in place.The Engineer will document the basis of acceptance by a letter and may adjust the Contract price. 3.2. Correction of Defective or Unauthorized Work When work fails to meet Contract requirements and is inadequate to serve the design purpose it will be considered defective.Correct,or remove and replace,the work at the Contractor's expense,as directed. The Engineer has the authority to correct or to remove and replace defective or unauthorized work.The cost may be deducted from any money due or to become due to the Contractor. 4. COORDINATION OF PLANS,SPECIFICATIONS,AND SPECIAL PROVISIONS The specifications,accompanying plans(including additional plans for non-site-specific work),special provisions,change orders,and supplemental agreements are intended to work together and be interpreted as a whole. Numerical dimensions govern over scaled dimensions.Special provisions govern over plans(including general notes),which govern over standard specifications and special specifications.Job-specific plan sheets govern over standard plan sheets. However,in the case of conflict between plans(including general notes)and specifications regarding responsibilities for hazardous materials and traffic control in Items 1 L through 9L and Item 502,"Barricades, Signs,and Traffic Handling,"special provisions govern over standard specifications and special specifications,which govem over the plans. Notify the Engineer promptly of any omissions,errors,or discrepancies discovered so that necessary corrections and interpretations can be made.Failure to promptly notify the Engineer will constitute a waiver of all claims for misunderstandings or ambiguities that result from the errors,omissions,or discrepancies discovered. 5. COOPERATION OF CONTRACTOR Cooperate with the Engineer.Respond promptly to instructions from the Engineer.Provide all information necessary to administer the Contract. Designate in writing a competent,English-speaking Superintendent employed by the Contractor.The Superintendent must be experienced with the work being performed and capable of reading and understanding the Contract.Ensure the Superintendent is available at all times and able to receive 6-2017 00780-T 2 of 5 131 CITY OF PEARLAND LGPP GENERAL CONDITIONS Project No. TR1205 AND CONTROL OF THE WORK instructions from the Engineer or authorized Owner representatives and to act for the Contractor.The Engineer may suspend work without suspending working day charges if a Superintendent is not available or does not meet the above criteria. At the written request of the Engineer,immediately remove from the project any employee or representative of the Contractor or a subcontractor who,in the opinion of the Engineer,does not perform work in a proper and skillful manner or who is disrespectful,intemperate,disorderly,uncooperative,or otherwise objectionable.Do not reinstate these individuals without the written consent of the Engineer. Furnish suitable machinery,equipment,and construction forces for the proper prosecution of the work. Provide adequate lighting to address quality requirements and inspection of nighttime work. The Engineer may suspend the work without suspending working day charges until the Contractor complies with this requirement.All work associated with fulfilling this requirement is subsidiary to the various items of the Contract and no direct compensation will be made. 6. COOPERATING WITH UTILITIES Use established safety practices when working near utilities.Consult with the appropriate utilities before beginning work.Notify the Engineer immediately of utility conflicts.The Engineer will decide whether to adjust utilities or adjust the work to eliminate or lessen the conflict.Unless otherwise shown on the plans,the Engineer will make necessary arrangements with the utility owner when utility adjustments are required. • Use work procedures that protect utilities or appurtenances that remain in place during construction. Cooperate with utilities to remove and rearrange utilities to avoid service interruption or duplicate work by the utilities.Allow utilities access to the right of way. Immediately notify the appropriate utility of service interruptions resulting from damage due to construction activities.Cooperate with utilities until service is restored.Maintain access to active fire hydrants at all times unless approved by the Engineer. 7. COOPERATION BETWEEN CONTRACTORS Cooperate and coordinate with other Contractors working within the limits or adjacent to the limits. 8. COOPERATION WITH RAILROADS Plan and prosecute portions of the work involving a railway to avoid interference with or hindrance to the railroad company. • If the work is on railroad right of way,do not interfere with the operation of the railroad company's trains or other property.. 8.1. Project-Specific Information.Refer to project-specific plan sheets in the Contract for specific information concerning the work to be completed by both the Contractor and the railroad within railroad right of way; railroad right of way locations impacted by construction;percentage of Contract work at each location;train movements at each location;and requirements for railroad insurance,flagging,and Right of Entry(ROE) Agreements. . 8.2. • Right of Entry Agreement(if required).The process for obtaining a fully executed ROE Agreement will be as follows: 6-2017 00780-T 3 of 5 132 CITY OF PEARLAND LGPP GENERAL CONDITIONS Project No. TR1205 AND CONTROL OF THE WORK • The Owner will send the unexecuted ROE Agreement to the Contractor with the unexecuted construction Contract. • Partially execute the ROE Agreement and return it to the Department with the required insurance attached. • The Owner will coordinate with the railroad company regarding the further execution of the ROE Agreement and associated fees.The Owner will pay any ROE Agreement fees directly to the railroad company. • Once the Owner has received the fully-executed ROE Agreement from the railroad company,the Owner vuill forward the fully-executed ROE Agreement to the Contractor. 9. CONSTRUCTION SURVEYING Use Method A unless otherwise specified in the Contract.Upon request,the Engineer will allow the Contractor to copy available earthwork cross-sections,computer printouts or data files,and other information necessary to establish and control work.Maintain the integrity of control points.Preserve all control points, stakes,marks,and right of way markers.Assume cost and responsibility of replacing disturbed control points,stakes,marks,and right of way markers damaged by the Contractor's or its subcontractor operations. If the Owner repairs disturbed control points,stakes,marks,or right of way markers,the cost of repair may be deducted from money due or to become due to the Contractor.Replace right of way markers under the direction of a RPLS.This work will be subsidiary to pertinent items. The Engineer reserves the right to make measurements and surveys to determine the accuracy of the work and determine pay quantities.The Engineer's measurements and surveys do not relieve the Contractor's responsibility for accuracy of work.Allow the Engineer adequate time to verify the surveying. 9.1. Method A.The Engineer will set control points for establishing lines,slopes,grades,and centerlines and for providing both.vertical and horizontal control.At a minimum,provide a controlling pair of monument points at both the beginning and end of construction project for projects less than 2 miles in length.For projects greater than 2 miles in length,monuments will be set in pairs of 2 at a minimum of 2 miles based on the overall length of the project.Use these control points as reference to perform the work. Furnish materials,equipment,and qualified workforce necessary for the construction survey work.Place construction points,stakes,and marks at intervals sufficient to control work to established tolerances.Place construction stakes at intervals of no more than 100 ft.,or as directed.Place stakes and marks so as not to interfere with normal maintenance operations. 9.2. Method B.The Engineer will set adequate control points,stakes,and marks to establish lines,slopes, grades,and centerlines.Furnish additional work,stakes,materials,and templates necessary for marking and maintaining points and lines. 9.3. Method C.Set adequate control points,stakes,and marks to establish lines,slopes,grades,and centerlines. 10. INSPECTION Inspectors are authorized representatives of the Engineer.Inspectors are authorized to examine all work performed and materials furnished,including preparation,fabrication,and material manufacture.Inspectors inform the Contractor of failures to meet Contract requirements.Inspectors may reject work or materials and may suspend work until any issues can be referred to and decided by the Engineer.Inspectors cannot alter, • add,or waive Contract provisions,issue instructions contrary to the Contract,act as foremen for the Contractor,or interfere with the management of the work.Inspection,or lack of inspection,will not relieve the Contractor from obligation to provide materials or perform the work in accordance with the Contract. 6-2017 00780-T 4 of 5 133 CITY OF PEARLAND LGPP GENERAL CONDITIONS Project No. TR1205 AND CONTROL OF THE WORK Provide safe access to all parts of the work and provide information and assistance to the Engineer to allow a complete and detailed inspection.Give the Engineer sufficient notice to inspect the work.Work performed without suitable inspection,as determined by the Engineer,may be ordered removed and replaced at Contractor's expense.Remove or uncover portions of finished work as directed.Once inspected,restore work to Contract requirements.If the uncovered work is acceptable,the costs to uncover,remove,and replace or make good the parts removed will be paid for in accordance with Article 4.4.,"Changes in the Work."If the work is unacceptable;assume all costs associated with repair or replacement,including the costs to uncover,remove,and replace or make good the parts removed. When a govemment entity,utility,railroad company,or other entity accepts or pays a portion of the Contract, that organization's representatives may inspect the work but cannot direct the Contractor.The right of inspection does not make that entity a party to the Contract and does not interfere with the rights of the parties to the Contract. 11. FINAL CLEANUP Upon completion of the work,remove litter,debris,objectionable material,temporary structures,excess materials,and equipment from the work location's.Clean and restore property damaged by the Contractor's operations during the prosecution of the work.Leave the work locations in a neat and presentable condition. This work will not be paid for directly but will be considered subsidiary to items of the Contract. Remove from the right of way cofferdams,construction buildings,material and fabrication plants,temporary structures,excess materials,and debris resulting from construction.Where work is in a stream,remove debris to the ground line of the bed of the stream.Leave stream channels and rights of way in a neat and presentable condition.Clean structures to the flow line or the elevation of the outfall channel,whichever is higher.Dispose of all excess material in accordance with federal,state,and local regulations. 12. FINAL ACCEPTANCE 12.1. Final acceptance is made when all work is complete and the Engineer,in writing,accepts all work for the work locations in the Contract.Final acceptance Ireheves the Contractor from further Contract responsibilities. 12.1.1. Work Completed.Work completed must include work for vegetative establishment and maintenance,test, and performance periods and work to meet the requirements of Article 5.11.,"Final Cleanup." 12.1.2. Final Inspection.After all work is complete,the Contractor will request a final inspection by the Engineer authorized to accept the work. The final inspection will be made as soon as possible,and not later than 10 calendar days after the request. No working day charges will be made between the date of request and final inspection. After the final inspection,if the work is satisfactory,the Engineer will notify the Contractor in writing of the final acceptance of the work.If the final inspection finds any work to be unsatisfactory,the Engineer will identify in writing all deficiencies in the work requiring correction.Correct the deficiencies identified.Working day charges will resume if these deficiencies are not corrected within 7 calendar days,unless otherwise approved.Upon correction,the Engineer will make an inspection to verify that all deficiencies were corrected satisfactorily.The Engineer will provide written notice of the final acceptance. 12.1.3. Final Measurement.Final measurements and pay quantity adjustments may be made after final acceptance. 12.1.4. Removal of Traffic Control Devices.Remove construction traffic control devices and advance warning signs upon final acceptance or as directed. 6-2017 00780-T 5 of 5 • 134 CITY OFPEARLAND Project No. TR1205 LGPP CONTROL OF MATERIALS Section 00790-T LLGPP CONTROL OF MATERIALS Control of Materials 1. SOURCE CONTROL Use only materials that meet Contract requirements.Unless otherwise specified or approved,use new materials for the work.Secure the Engineer's approval of the proposed source of materials to be used before their delivery.Materials can be approved at a supply source or staging area but may be reinspected in accordance with Article 6.4.,"Sampling,Testing,and Inspection." 1.1. Buy America.Comply with the latest provisions of Buy America as listed at 23 CFR 635.410.Use steel or iron materials manufactured in the United States except when: . • the cost of materials,including delivery,does not exceed 0.1%of the total Contract cost or$2,500, whichever is greater; • the Contract contains a replacement alternate item for a foreign source steel or iron product and the Contract is awarded based on the replacement alternate.item;or • • the materials are temporarily installed. Provide a notarized original of the TxDOT FORM D-9-USA-1 (or equivalent)with the proper attachments for verification of compliance. Manufacturing is any process that modifies the chemical content,physical shape or size,or final finish of a product.Manufacturing begins with initial melting and mixing and continues through fabrication(cutting, drilling,welding,bending,etc.)and coating(paint,galvanizing,epoxy,etc.). 1.2. • Convict Produced Materials. Materials produced by convict labor may only be incorporated in the work if such materials have been: • produced by convicts who are on parole,supervised release,or probation from prison;or is produced in a qualified prison facility. A"qualified prison facility"means any prison facility in which convicts,during the 12-month period ending July 1, 1987,produced materials for use in federal-aid highway construction projects. 2. MATERIAL QUALITY Correct or remove materials that fail to meet Contract requirements or that do not produce satisfactory results.Reimburse the Owner for cost incurred if additional sampling and testing is required by a change of source. Materials not meeting Contract requirements will be rejected,unless the Engineer approves corrective actions.Upon rejection,immediately remove and replace rejected materials. If the Contractor does not camply with this article,the Owner may have defective material removed and replaced.The cost of testing,removal,and replacement will be deducted from the estimate. 3-2016 00790-T 1 of 5 135 CITY OF PEARLAND Project No. TR1205 LGPP CONTROL OF MATERIALS 3. MANUFACTURER WARRANTIES Transfer to the Owner warranties and guarantees required by the Contract or received as part of normal trade practice. 4. SAMPLING,TESTING,AND INSPECTION Incorporate into the work only material that has been inspected,tested,and accepted by the Engineer. Remove,at the Contractor's expense,materials from the work locations that are used without prior testing and approval or written permission. Unless otherwise mutually agreed,the material requirements and standard test methods in effect at the time the proposed Contract is advertised govern.Unless otherwise noted,the Engineer will perform testing at Owner's expense.In addition to facilities and equipment required by the Contract,furnish facilities and calibrated equipment required for tests to control the manufacture of construction items.If requested,provide a complete written statement of the origin,composition,and manufacture of materials. All materials used are subject to inspection or testing at any time during preparation or use.Material which has been tested and approved at a supply source or staging area may be reinspected or tested before or during incorporation into the work,and rejected if it does not meet Contract requirements.Copies of test results are to be made available upon request.Do not use material that,after approval,becomes unfit for use. Unless otherwise noted in the Contract,all testing must be performed within the United States and witnessed by the Engineer.If materials or processes require testing outside the contiguous 48 United States,reimburse the Owner for inspection expenses. 5. PLANT INSPECTION AND TESTING The Engineer may,but is not obligated to,inspect materials at the acquisition or manufacturing source. Material samples will be obtained and tested for compliance with quality requirements. If inspection is at the plant,meet the following conditions unless otherwise specified: • Cooperate fully and assist the Engineer during the inspection. • Ensure the Engineer has full access to all parts of the plant used to manufacture or produce materials. • In accordance with pertinent items and the Contract,provide a facility at the plant for use by the Engineer as an office or laboratory. • Provide and maintain adequate safety measures and restroom facilities. • Furnish and calibrate scales,measuring devices,and other necessary equipment. The Engineer may provide inspection for periods other than daylight hours if: • continuous production of materials for Owner use is necessary due to the production volume being handled at the plant,and • the lighting is adequate to allow satisfactory inspection. 6. STORAGE OF MATERIALS Store and handle materials to preserve their quality and fitness for the work.Store materials so that they can be easily inspected and retested.Place materials under cover,on wooden platforms,or on other hard,clean surfaces as necessary or when directed. 3-2016 00790-T 2 of 5 136 CITY OF PEARLAND Project No. TR1205 LGPP CONTROL OF MATERIALS Obtain approval to store materials on the right of way.Storage space off the right of way is at the Contractor's expense. 7." OWNER-FURNISHED MATERIAL The Owner will supply materials as shown in the Contract documents.The cost of handling and placing materials supplied by the Owner will not be paid for directly but is subsidiary to the item in which they are used.Assume responsibility for materials upon receipt. 8. USE OF MATERIALS FOUND ON THE RIGHT OF WAY Material found in the excavation areas and meeting the Owner's specifications may be used in the work.This • material will be paid for at the Contract bid price for excavation and under the item for which the material is used. Do not excavate or remove any material from within the right of way that is not within the limits of the excavation without written permission.If excavation is allowed within a right of way project-specific location (PSL),replace the removed material with suitable material at no cost to the Owner as directed. 9. RECYCLED MATERIALS The Owner will not allow hazardous wastes,as defined in 30 TAC 335,proposed for recycling to be used on the project.Use nonhazardous recyclable materials(NRMs)only if the specification for the item does not disallow or restrict use.Determine if NRMs are regulated under 30 TAC 312,330,332,334,or 335,and comply with all general prohibitions and requirements.Use NRMs in accordance with DMS-11000, "Evaluating and Using Nonhazardous Recyclable Materials Guidelines,"and furnish all documentation required by that specification. 10. HAZARDOUS MATERIALS Use materials that are free of hazardous materials as defined in Item 1L,."Abbreviations and Definitions." Notify the Engineer immediately when a visual observation or odor indicates that materials in required material sources or on sites owned or controlled by the owner may contain hazardous materials.Except when the contract includes bid items for the contractor to remove hazardous materials, the Engineer is responsible for testing and removing or disposing of hazardous materials not introduced by the Contractor on sites owned or controlled by the Owner as indicated below. The plans will indicate locations where paint on steel is suspected to contain hazardous materials and where regulated asbestos containing materials have been found.The Engineer may suspend work wholly or in part during the testing,removal,or disposition of hazardous materials on sites owned or controlled by the Owner, except in the case of when the contract includes removing and disposing of hazardous materials. When a visual observation or odor indicates that materials delivered to the work locations by the Contractor may contain hazardous materials,have an approved commercial laboratory test the materials for contamination.Remove,remediate,and dispose of any of these materials found to be contaminated. Testing,removal,and disposition of hazardous materials introduced onto the work locations by the Contractor will be at the Contractor's expense.Working day charges will not be suspended and extensions of working days will not be granted for activities related to handling hazardous material delivered by the Contractor. 10.1. Painted Steel.Requirements.Paint containing hazardous materials will be removed as shown on the plans. • 3-2016 00790-T 3 of 5 137 CITY OF PEARLAND Project No. TR1205 LGPP CONTROL OF MATERIALS 10.1.1. Paint Removed by Third Party.The Owner may provide a third party to remove paint containing hazardous materials where paint must be removed to perform work or to allow dismantling of the steel. 10.1.2. Paint Removed by the Contractor.This work may only be performed by a firm or company with one of the following certifications: • SSPC-QP2 certification for lead painting operations,or • Certified Lead Firm by the Texas Department of State Health Services. Maintain certification for the duration of the work.Provide copies of audits or certification if requested. Comply with worker and public safety regulations,including,but not limited to,OSHA 29 CFR Parts. 1910.1025, 1926.62,and 1926.63.Monitor permissible exposure limits in accordance with OSHA requirements. Remove paint containing hazardous materials from designated areas shown on the plans or as directed. Comply with access limitations shown on the plans. Provide power hand tools,equipped with high-efficiency particulate air filter vacuums to mechanically remove paint. Contain,collect,store,transport,and dispose of all waste generated by cleaning operation in accordance with local,state,and federal requirements including 40 CFR 302.Properly characterize and dispose of all wastes.Manage any hazardous wastes in accordance with regulatory requirements and dispose in a facility authorized to accept such wastes.Provide copies of disposal manifests. The work performed,materials furnished,equipment,labor,tools,and incidentals will be paid for in accordance with Item 446,"Field Cleaning and Painting Steel." 10.2. Removal and Disposal of Painted Steel.Painted steel will be disposed-of at a steel recycling or smelting facility unless otherwise shown on the plans.If the paint contains hazardous materials,maintain and make available to the Engineer invoices and other records obtained from the facility showing the received weight of the steel and the facility name. For steel that is dismantled by unbolting,no paint stripping will be required.Use care to not damage existing paint.When dismantling is performed using flame or saw-cutting methods to remove steel elements coated with paint containing hazardous materials,the plans will show stripping locations. The work provided,materials furnished,equipment,labor,tools,and incidentals will be paid for in accordance with Item 496,"Removing Structures,"and Item 497,"Sale of Salvagable Material." 10.3. Asbestos Requirements.The plans will indicate locations or elements where asbestos containing materials (ACM)have been found.At locations where previously unknown ACM has been found,the Owner will arrange for abatement by a third party.For work at these locations,notify the Engineer of proposed dates of demolition or removal of structural elements with ACM at least 60 days before work is to begin to allow the Owner enough time to abate the asbestos. 10.4. Work Performed by a Third Party.When the work for removal of paint or asbestos abatement is to be provided by a third party,coordinate and cooperate with the third party and the Owner.Continue other work detailed on the plans not directly involved in the paint removal or asbestos abatement work.Provide notice to the Owner regarding the progress of the work to allow the Owner enough time to schedule the third party work. 3-2016 00790-T 4 of 5 138 CITY OFPEARLAND Project No. TR1205 LGPP CONTROL OF MATERIALS 11. SURPLUS MATERIALS 11.1. Take ownership of surplus materials unless otherwise shown on the plans or as directed by the Engineer.Remove and dispose of materials in accordance with federal,state,and local regulations.If requested,provide an appropriate level of documentation to verify proper disposal.When materials are disposed of on private property,provide written authorization from the property owner for the use of the property for this purpose upon request. • • • 3-2016 00790-T 5 of 5 139 • CITY OF PEARLAND Project No. TR1205 LGPP LEGAL RELATIONS AND RESPONSIBILITIES Section 00791-T LGPP LEGAL RELATIONS AND RESPONSIBILITIES 1. SAFETY 1.1. Point of Contact.Designate a Contractor Safety Point of Contact(CSPOC).The Owner will assign an Owner employee for their point of contact designated as Owner's Safety Point of Contact OSPOC.The CSPOC will ensure that the Contractor's and Subcontractor's employees'use the appropriate personal protection equipment(hard hats,safety vests,protective toe footwear,etc.). The CSPOC will ensure that crew leaders and foremen(including subcontractors)have attended the required training. 1.2. Safety Preconstruction Meeting.In cooperation with the Engineer,schedule and attend a safety preconstruction meeting(may be a part of the preconstruction conference in Article 4.2.,"Preconstruction Conference."Attendees for this safety preconstruction meeting will be: • the Contractor, • subcontractors, • Owner, • local law enforcement;and • other personnel that play an active role on the project. 1.3. Public Safety and Convenience.Ensure the safety and convenience of the public and property as provided in the Contract and as directed by the Engineer.Keep existing roadways open to traffic or construct and maintain detours and temporary structures for safe public travel.Manage construction to minimize disruption to traffic.Maintain the roadway in a good and passable condition,including proper drainage and provide for ingress and egress.to adjacent property. Store all equipment not in use in a manner and at locations that will not interfere with the safe passage of traffic. Provide qualified flaggers in accordance with Item 502.2.2.,"Flaggers,"for the safety and convenience of the traveling public and workers,as directed. If the Engineer determines that any of the requirements of this article have not been met,the Engineer may take any necessary corrective action.This will not change the legal responsibilities set forth in the Contract. The cost to the.Owner for this work will be deducted from any money due or to become due to the Contractor. 1.4. Use of Blue Warning Lights.Texas Transportation Code 547.105 authorizes the use of warning lights to promote safety and provides an effective means of gaining the travelling public's attention as they drive in areas where construction crews are present In order to influence the public to move over when high risk construction activities are taking place,minimize the utilization of blue warning lights.These lights must be used only while performing work on or near the travel lanes or shoulder where the travelling public encounters construction crews that are not protected by a standard work zone set up such as a lane closure, shoulder closure,or one-way traffic control.Refrain from leaving the warning lights engaged while travelling from one work location to another or while parked on the right of way away from the pavement or a work zone. 1.5. Barricades,Warning and Detour Signs,and Traffic Handling.Provide,install,move,replace,maintain, clean,and remove all traffic control devices in accordance with the traffic control devices specifications and ly 3-2016 00791-T 1 of 10 140 CITY OF PEARLAND Project No. TR1205 LGPP LEGAL RELATIONS AND RESPONSIBILITIES as shown on the plans and as directed.If details are not shown on the plans,provide devices and work in accordance with the TMUTCD and as directed by the Engineer.When authorized or directed by the Engineer,provide additional signs or traffic control devices not required by the plans. If an unexpected situation arises that causes the Contractor to believe that the traffic control should be • changed,make all reasonable efforts to promptly contact the Engineer.Take prudent actions until the Engineer can be contacted. The Engineer may authorize or direct in writing the removal or relocation of project limit advance warning signs.When project limit advance warning signs are removed before final acceptance,traffic control in accordance with the TMUTCD may be used for minor operations as approved.Removal or relocation of project limit advance warning signs does not imply final acceptance. 2. LAWS TO BE OBSERVED Comply with all federal,state,and local laws,ordinances,and regulations that affect the performance of the work.Indemnify and save harmless the Owner and its representatives against any claim arising from violation by the Contractor of any law,ordinance,or regulation. This Contract is between the Owner and the Contractor only.No person or entity may claim third-party beneficiary status under this Contract or any of its provisions,nor may any non-party sue for personal injuries or property damage under this Contract. 3. PERMITS, LICENSES,AND TAXES Procure all permits and licenses;pay all charges,fees,and taxes;and give all notices necessary and incidental to the due and lawful prosecution of work,except for permits provided by the Owner and as specified in Article 7.6.,"Preservation of Cultural and Natural Resources and the Environment." 4. PATENTED DEVICES, MATERIAL,AND PROCESSES Indemnify and save harmless the Owner from any claims for infringement from the Contractor's use of any patented design,device,material,process,trademark,or copyright selected by the Contractor and used in ' connection with the work;Indemnify and save harmless the Owner against any costs,expenses,or damages that it may be obliged to pay,by reason of this infringement,at any time during the prosecution or after the completion of the work. 5. PERSONAL LIABILITY OF PUBLIC OFFICIALS Owner employees are agents and representatives of the Owner and will incur no liability,personal or • otherwise,in carrying out the provisions of the Contract or in exercising any power or authority granted under the Contract. 6. PRESERVATION OF CULTURAL AND NATURAL RESOURCES AND THE ENVIRONMENT If the Contractor initiates changes to the Contract and the Owner approves the changes,the Contractor is responsible for obtaining clearances and coordinating with the appropriate regulatory agencies. 6.1. Cultural Resources.Cease all work immediately if a site,building,or location of historical,archeological, educational,or scientific interest is discovered within the right of way.The site,building,or location will be • investigated and evaluated by the Owner. 3-2016 - 00791-T 2 of 10 141 CITY OFPEARLAND Project No. TR1205 LGPP LEGAL RELATIONS AND RESPONSIBILITIES 6.2. Texas Pollutant Discharge Elimination System(TPDES)Permits and Storm Water Pollution Prevention Plans(SWP3).The Owner will file the Notice of Intent(N01)and the Notice of Termination (NOT)for work shown on the plans in the right of way.Adhere to all requirements of the SWP3. 6.3. Work in Waters of the United States.For work in the right of way,the Owner will obtain any required Section 404 permits from the U.S.Army Corps of Engineers before work begins.Adhere to all agreements, mitigation plans,and standard best management practices required by the permit.When Contractor-initiated changes in the construction method changes the impacts to waters of the U.S.,obtain new or revised Section 404 permits. 6.4. Work in Navigable Waters of the United States.For work in the right of way,the Owner will obtain any required Section 9 permits from the U.S.Coast Guard before work begins.Adhere to the stipulations of the permits and associated best management practices.When Contractor-initiated changes in the construction method changes the impacts to navigable waters of the U.S.,obtain new or revised Section 9 permits. 6.5. Work Over the Recharge or Contributing Zone of Protected Aquifers.Make every reasonable effort to minimize the degradation of water quality resulting from impacts relating to work over the recharge or contributing zones of protected aquifers,as defined and delineated by the TCEQ.Use best management practices and perform work in accordance with Contract requirements. 6.6. Project•Specific Locations.For all project-specific locations(PSLs)on or off the right of way(material sources,waste sites,parking areas,storage areas,field offices,staging areas,haul roads,etc.),signing the Contract certifies compliance with all applicable laws,rules,and regulations pertaining to the preservation of cultural resources,natural resources,and the environment as issued by the following or other agencies: • Occupational Safety and Health Administration, • Texas Commission on Environmental Quality, • Texas Department of Transportation, • Texas Historical Commission, • Texas Parks and Wildlife Department, • Texas Railroad Commission, • U.S.Army Corps of Engineers, • U.S.Department of Energy, • U.S.Department of Transportation, • U.S.Environmental Protection Agency, • U.S.Federal Emergency Management Agency,and • U.S.Fish and Wildlife Service. All subcontractors must also comply with applicable environmental laws,rules,regulations,and requirements. in the Contract.Maintain documentation of certification activities including environmental consultant reports, Contractor documentation on certification decisions and contacts,and correspondence with the resource agencies.Provide documentation upon request. Obtain written approval from the Engineer for all PSLs in the right of way not specifically addressed on the plans.Prepare an SWP3 for all Contractor facilities,such as asphalt or concrete plants located within public right of way.Comply with all TCEQ permit requirements for portable facilities,such as concrete batch plants, rock crushers,asphalt plants,etc.Address all environmental issues,such as Section 404 permits,wetland delineation,endangered species consultation requirements,or archeological and historic site impacts.Obtain all permits and clearances in advance. • 3-2016 00791-T 3 of 10 • 142 CITY OF PEARLAND Project No. TR1205 LGPP LEGAL RELATIONS AND RESPONSIBILITIES • 7. AGRICULTURAL IRRIGATION Regulate the sequence of work and make provisions as necessary to provide for agricultural irrigation or/ drainage during the work.Meet with the Irrigation District or land owner to determine the proper time and sequence when irrigation demands will permit shutting-off water flows to perform work. Unless otherwise provided on the plans,the work performed under this article will not be measured or paid for directly but will be subsidiary to pertinent items. 8. SANITARY PROVISIONS Provide and maintain adequate,neat,and sanitary toilet accommodations for employees,including Owner employees,in compliance with the requirements and regulations of the Texas Department of Health or other authorities with jurisdiction. 9. ABATEMENT AND MITIGATION OF EXCESSIVE OR UNNECESSARY NOISE Minimize noise throughout all phases of the Contract.Exercise particular and special efforts to avoid the creation of unnecessary noise impact on adjacent noise sensitive receptors in the placement of non-mobile equipment such as air compressors,generators,pumps,etc.Place mobile and stationary equipment to cause the least disruption of normal adjacent activities. All equipment associated with the work must be equipped with components to suppress excessive noise and these components must be maintained in their original operating condition considering normal depreciation. Noise-attenuation devices installed by the manufacturer such as mufflers,engine covers,insulation,etc. must not be removed nor rendered ineffectual nor be permitted to remain off the equipment while the equipment is in use. 10. USING EXPLOSIVES Do not endanger life or property.The contractor is required to submit a written Blasting Plan if required by the plans or requested by the Engineer.The Owner retains the right to reject the blasting plan.Store all explosives securely and clearly mark all storage places with"DANGER—EXPLOSIVES."Store,handle,and use explosives and highly flammable material in compliance with federal,state,and local laws,ordinances, and regulations.Assume liability for property damage,injury,or death resulting from the use of explosives. Give at least a 48-hr.advance notice to the appropriate Road Master before doing any blasting work involving the use of electric blasting caps within 200 ft.of any railroad track. 11. RESPONSIBILITY FOR HAZARDOUS MATERIALS Indemnify and save harmless the Owner and its agents and employees from all suits,actions,or claims and from all liability and damages for any injury or damage to any person or property arising from the generation • or disposition of hazardous materials introduced by the Contractor on any work done by the Contractor on Owner-owned or controlled sites.Indemnify and save harmless the Owner and its representatives from any liability or responsibility arising out of the Contractor's generation or disposition of any hazardous materials obtained,processed,stored,shipped,etc.,on sites not owned or controlled by the Owner.Reimburse the Owner for all payments,fees,or restitution the Owner is required to make as a result of the Contractor's actions. 3-2016 00791-T 4 of 10 143 CITY OF PEARLAND • Project No. TR1205 LGPP LEGAL RELATIONS AND RESPONSIBILITIES 12. • ASBESTOS CONTAINING MATERIAL In Texas,the Department of State Health Services(DSHS),Asbestos Programs Branch,is responsible for administering the requirements of the National Emissions Standards for Hazardous Air Pollutants,40 CFR, Subpart M(NESHAP)and the Texas Asbestos Health Protection Rules(TAHPR).Based on EPA guidance and regulatory background information,bridges are considered to be a regulated"facility"under NESHAP. • Therefore,federal standards for demolition and renovation apply. • Provide notice to the Owner of demolition or renovation to the structures listed on the plans at least 30 calendar days before initiating demolition or renovation of each structure or load bearing member.Provide the scheduled start and completion date of structure demolition,renovation,or removal. When demolition,renovation,or removal of load-bearing members is planned for several phases,provide the . • start and completion dates identified by separate phases. DSHS requires that notifications be postmarked at least 10 working days before initiating demolition or renovation.If the date of actual demolition,renovation,or removal is changed,the Owner will be required to notify DSHS at least 10 days in advance of the work.This notification is also required when a previously scheduled(notification sent to DSHS)demolition,renovation,or removal is delayed.Therefore,if the date of actual demolition,renovation,or removal is changed,provide the Engineer,in writing,the revised dates in enough time to allow for the Owner's notification to DSHS to be postmarked at least 10 days in advance of the actual work. Failure to provide the above information may require the temporary suspension of work under Article 8.4., "Temporary Suspension of Work or Working Day Charges,"due to reasons under the control of the Contractor.The Owner retains the right to determine the actual advance notice needed for the change in date to address post office business days and staff availability. 13. RESTORING SURFACES OPENED BY PERMISSION . Do not authorize anyone to make an opening in the highway for utilities,drainage,or any other reason without written permission by the Engineer.Repair all openings as directed by the Engineer.Payment for repair of surfaces opened by permission will be made in accordance with pertinent items or Article 4.4., "Changes in the Work."Costs associated with openings made with Contractor authorization but without Owner approval will not be paid. 14. PROTECTING ADJACENT PROPERTY Protect adjacent property from damage.If any damage results from an act or omission on the part of or on behalf of the Contractor,take corrective action to restore the damaged property to a condition similar or equal to that existing before the damage was done. 15. RESPONSIBILITY FOR DAMAGE CLAIMS Indemnify and save harmless the Owner and its agents and employees from all suits,actions,or claims and • from all liability and damages for any injury or damage to any person or property due to the Contractor's negligenpe in the performance of the work and from any claims arising or amounts recovered under any laws,including workers'compensation and the Texas Tort Claims Act.Indemnify and save harmless the Owner and assume responsibility for all damages and injury to property of any character occurring during the prosecution of the work resulting from any act,omission,neglect,or misconduct on the Contractor's part in the manner or method of executing the work;from failure to properly execute the work;or from defective work or material. 3-2016 ' 00791-T 5 of 10 144 CITY OFPEARLAND Project No. TR1205 LGPP LEGAL RELATIONS AND RESPONSIBILITIES Pipelines and other underground installations that may or may not be shown on the plans may be located within the right of way.Indemnify and save harmless the Owner from any suits or claims resulting from damage by the Contractor's operations to any pipeline or underground installation.Make available the scheduled sequence of work to the respective utility owners so that they may coordinate and schedule adjustments of their utilities that conflict with the proposed work. 16. HAULING AND LOADS ON ROADWAYS AND STRUCTURES Comply with federal and state laws concerning legal gross and axle weights.Except for the designated Interstate system,vehicles with a valid yearly overweight tolerance permit may haul materials to the work locations at the permitted load.Provide copies of the yearly overweight tolerance permits to the Engineer upon request.Construction equipment is not exempt from oversize or overweight permitting requirements on roadways open to the traveling public. Protect existing bridges and other structures that will remain in use by the traveling public during and after the completion of the Contract.Construction traffic on roadways,bridges,and culverts within the limits of the work,including any structures under construction that will remain in service during and after completion of the Contract is subject to legal size and weight limitations. Additional temporary fill may be required by the Engineer for hauling purposes for the protection of certain structures.This additional fill will not be paid directly but will be subsidiary. Replace or restore to original condition any structure damaged by the Contractor's operations. The Engineer may allow equipment with oversize or non-divisible overweight loads to operate without a permit within the work locations on pavement structures not open to the traveling public.Submit Contractor- proposed changes to traffic control plans for approval,in accordance with Item 502;"Barricades,Signs,and Traffic Handling."The following sections further address overweight allowances.The Owner will make available to the Contractor any available plans and material reports for existing structures. 16.1. Overweight Construction Traffic Crossing Structures.The Engineer may allow crossing of a structure not open to the public within the work locations,when divisible or non-divisible loads exceed legal weight limitations,including limits for load-posted bridges.Obtain written permission to make these crossings. Submit for approval a structural analysis by a licensed professional engineer indicating that the excessive loads should be allowed.Provide a manufacturer's certificate of equipment weight that includes the weight distribution on the various axles and any additional parts such as counterweights,the configuration of the axles,or other information necessary for the analysis.Submit the structural analysis and supporting documentation sufficiently in advance of the move to allow for review.Permission may be granted if the Engineer finds that no damage or overstresses in excess of those normally allowed for occasional overweight loads will result to structures that will remain in use after Contract completion.Provide temporary matting or other protective measures as directed. Schedule loads so that only one vehicle is on any span or continuous unit at any time.Use barricades, fences,or other positive methods to prevent other vehicular access to structures at anytime the overweight load is on any span or continuous unit. 16.2. Construction Equipment Operating on Structures.Cranes and other construction equipment used to perform construction operations that exceed legal weight limits may be allowed on structures.Before any operation that may require placement of equipment on a structure,submit for approval a detailed structural analysis prepared by a licensed professional engineer. Submit the structural analysis and supporting documentation sufficiently in advance of the use to allow for review and approval.Include all axle loads and configurations,spacing of tracks or wheels,tire loads, outrigger placements,center of gravity,equipment weight,and predicted loads on tires and outriggers for all 3-2016 00791-T 6 of 10 144A CITY OF PEARLAND Project No. TR1205 LGPP LEGAL RELATIONS AND RESPONSIBILITIES • planned movements,swings,or boom reaches.The analysis must demonstrate that no overstresses will occur in excess of those normally allowed for occasional overweight loads. 16.3. Loads on Structures.Do not store or stockpile material on bridge structures without written permission.If required,submit a structural analysis and supporting documentation by a licensed professional engineer for review.Permission may be granted if the Engineer finds that no damage or overstresses in excess of those normally allowed for occasional overweight loads will result to structures that will remain in use after Contract completion.Provide temporary matting or other protective measures as directed. 16.4. Hauling Divisible Overweight Loads on Pavement Within the Work Locations.The Engineer may allow divisible overweight loads on pavement structures within the work locations not open to the traveling public. Obtain written approval before hauling the overweight loads.Include calculations to demonstrate that there will be no damage or overstress to the pavement structure. 17. CONTRACTOR'S RESPONSIBILITY FOR WORK Until final acceptance of the Contract,take every precaution against injury or damage to any part of the work by the action of the elements or by any other cause,whether arising from the execution or from the nonexecution of the work.Protect all materials to be used in the work at all times,including periods of suspension. When any roadway or portion of the roadway is in suitable condition for travel,it may be opened to traffic as • directed.Opening of the roadway to traffic does not constitute final acceptance. Repair damage to all work until final acceptance.Repair damage to existing facilities in accordance with the Contract or as directed.Repair damage to existing facilities or work caused by Contractor operations at the Contractor's expense.Repair work for damage that was not due to the Contractor's operations will not be paid for except as provided below. 17.1. Reimbursable Repair.Except for damage to appurtenances.listed in Section 7.17.2.1.,"Unreimbursed Repair,"the Contractor will be reimbursed for repair of damage caused by: • motor vehicle,watercraft,aircraft,or railroad-train incident; • vandalism;or • Acts of God,such as earthquake,tidal wave,tornado,hurricane,or other cataclysmic phenomena of nature. ' • 17.2. Appurtenances. 17.2.1. Unreimbursed Repair.Except for destruction(not reusable)due to hurricanes,reimbursement will not be made for repair of damage to the following temporary appurtenances,regardless of cause: • signs, • barricades, • changeable message signs,and • other work zone traffic control devices. Crash cushion attenuators and guardrail end treatments are the exception to the above listing and are to be reimbursed in accordance with Section 7.17.2.2.,"Reimbursed Repair." For the devices listed in this section,reimbursement may be made for damage due to hurricanes.Where the Contractor retains replaced appurtenances after completion of the project,the Owner will limit the reimbursement to the cost that is above the salvage value at the end of the project. 3-2016 00791-T 7 of 10 • 144B CITY OF PEARLAND Project No. TR1205 LGPP LEGAL RELATIONS AND RESPONSIBILITIES 17.2.2. Reimbursed Repair.Reimbursement will be made for repair of damage due to the causes listed in Section 7.17.1.,"Reimbursable Repair,"to appurtenances(including temporary and permanent crash cushion attenuators and guardrail end treatments). 17.3. Roadways and Structures.Until final acceptance,the Contractor is responsible for all work constructed under the Contract.The Owner will not reimburse the Contractor for repair work to new construction,unless the failure or damage is due to one of the causes listed in Section 7.17.1.,"Reimbursable Repair." The Owner will be responsible for the cost for repair of damage to existing roadways and structures not caused by the Contractor's operations. 17.4. Detours.The Contractor will be responsible for the cost of maintenance of detours constructed under the Contract,unless the failure or damage is due to one of the causes listed in Section 7.17.1.,"Reimbursable Repair."The Engineer may consider failures beyond the Contractor's control when determining reimbursement for repairs to detours constructed.The Owner will be responsible for the cost of maintenance of existing streets and roadways used for detours or handling traffic. 17.5. Relief from Maintenance.The Engineer may relieve the Contractor from responsibility of maintenance as outlined in this section.This relief does not release the Contractor from responsibility for defective materials or work or constitute final acceptance. 17.5.1. Isolated Work Locations.For isolated work locations,when all work is completed,including work for Article 5.11.,"Final Cleanup,"the Engineer may relieve the Contractor from responsibility for maintenance. 17.5.2. Work Except for Vegetative Establishment and Test Periods.When all work for all or isolated work locations has been completed,including work for Article 5.11.,"Final Cleanup,"with the exception of vegetative establishment and maintenance periods and test and performance periods,the Engineer may relieve the Contractor from responsibility for maintenance of completed portions of work. 17.5.3. Work Suspension.When all work is suspended for an extended period of time,the Engineer may relieve the Contractor from responsibility for maintenance of completed portions of work during the period of suspension. 17.5.4. When Directed by the Engineer.The Engineer may relieve the Contractor from the responsibility for maintenance when directed. 17.6. Basis of Payment.When reimbursement for repair work is allowed and performed,payment will be made in accordance with pertinent items or Article 4.4.,"Changes in the Work." 18. ELECTRICAL REQUIREMENTS 18.1. Definitions. 18.1.1°. Electrical Work.Electrical work is work performed for: • Item 610,"Roadway Illumination Assemblies," • Item 614,"High Mast Illumination Assemblies," • Item 616,"Performance Testing of Lighting Systems," • Item 617,'Temporary Roadway Illumination," • Item 618,"Conduit," • Item 620,"Electrical Conductors," • Item 621,"Tray Cable," • Item 622,"Duct Cable," 3-2016 00791-T 8 of 10 144C CITY OF PEARLAND Project No. TR1205 LGPP LEGAL RELATIONS AND RESPONSIBILITIES • Item 628,"Electrical Services," • Item 680,"Highway Traffic Signals," • Item 681,'Temporary Traffic Signals," • Item 684,'Traffic Signal Cables," • Item 685,"Roadside Flashing Beacon Assemblies," I other items that involve either the distribution of electrical power greater than 50 volts or the installation of conduit and duct banks, • the installation of conduit and wiring associated with Item 624,"Ground Boxes,"and Item 656, "Foundations for Traffic Control Devices,"and • the installation of the conduit system for communication and fiber optic cable. Electrical work does not include the installation of communications or fiber optic cable,or the connections for low voltage and inherently power limited circuits such as electronic or communications equipment.Assembly and placement of poles,structures,cabinets,enclosures,manholes,or other hardware will not be considered • electrical work as long as no wiring,wiring connections,or conduit work is done at the time of assembly and placement. 18.1.2. Specialized Electrical Work.Specialized electrical work is work that includes the electrical service and feeders,sub-feeders,branch circuits,controls,raceways,and enclosures for the following: is pump stations, • moveable bridges, • ferry slips, • motor control centers, • facilities required under Item 504,"Field Office and Laboratory," I rest area or other public buildings, • weigh-in-motion stations, • electrical services larger than 200 amps, • electrical services with main or branch circuit breaker sizes not shown in the Contract,and • any 3-phase electrical power. 18.1.3. Certified Person.A certified person is a person who has passed the test from the TxDOT course TRF450, "TxDOT Roadway Illumination and Electrical Installations,"or other courses as approved by the Owner. Submit a current and valid certification upon request. 18.1.4. Licensed Electrician.A licensed electrician is a person with a current and valid unrestricted master electrical license,or unrestricted journeyman electrical license that is supervised or directed by an • unrestricted master electrician.An unrestricted master electrician need not be on the work locations at all times electrical work is being done,but the unrestricted master electrician must approve work performed by the unrestricted journeyman.Licensed electrician requirements by city ordinances do not apply to on state system work. The unrestricted journeyman and unrestricted master electrical licenses must be issued by the Texas Department of Licensing and Regulation or by a city in Texas with a population.of 50,000 or greater that issues licenses based on passing a written test and demonstrating experience. The Engineer may accept other states'electrical licenses.Submit documentation of the requirements for obtaining that license.Acceptance of the license will be based on sufficient evidence that the license was 'issued based on: • passing a test based on the NEC similar to that used by Texas licensing officials,and • sufficient electrical experience commensurate with general standards for an unrestricted master and unrestricted journeyman electrician in the State of Texas. 3-2016 00791-T 9 of 10 144D CITY OF PEARLAND Project No. TR1205 LGPP LEGAL RELATIONS AND RESPONSIBILITIES • 18.2. Work Requirements.The qualifications required to perform electrical work and specialized electrical work are listed in Table 2. Table 2 Work Requirements Type of Work Qualifications to Perform Work Licensed electrician,certified person,or Electrical work with plans workers directly supervised by a licensed electrician or certified person Electrical work without plans Licensed electrician or workers directly supervised by a licensed electrician Specialized electrical work Licensed electrician or workers directly supervised by a licensed electrician Replace lamps,starting aids,and changing Licensed electrician,certified person,or fixtures workers directly supervised by a licensed electrician or certified person Conduit in precast section with approved Inspection by licensed electrician or certified working drawings person Conduit in cast-in-place section Inspection by licensed electrician or certified person All other electrical work(troubleshooting; Licensed electrician or workers directly repairs,component replacement,etc.) supervised by a licensed electrician A licensed electrician must be physically present during all electrical work when Table 2 states that workers are to be directly supervised by a licensed electrician or certified person. A non-certified person may install conduit in cast-in-place concrete sections if the work is verified by a certified person before concrete placement. When the plans specify IMSA certification,the requirements of Table 2 will still apply to the installation of the conduit,ground boxes,electrical services,pole grounding,and electrical conductors installed under Item 620,"Electrical Conductors." • • • 3-2016 00791-T 10 of 10 144E CITY OF PEARLAND Project No.TR1205 SPECIAL CONDITIONS OF AGREEMENT Section 00800 SPECIAL CONDITIONS OF AGREEMENT The following Special Conditions modify the General Conditions,Document 00700. Where a portion of the General Conditions is modified or deleted by these Special Conditions,the unaltered portions of the General Conditions shall remain in effect. ARTICLE 1 DEFINITIONS AND INTERPRETATIONS 1.01 Add the following paragraph to the end of Article 1.01: The OWNER'S representative on the project site is: telephone:281. 652. The CONSTRUCTION MANAGER is: telephone: The CONSTRUCTION INSPECTOR is: telephone: ARTICLE 4 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 4.05 Add the following paragraph to Article 4.05: A Maintenance Bond in accordance with Document 00612 of the Project Manual is required for this Project. The cost of this bond shall be included in the CONTRACTOR'S Bid Proposal. Attachment No.3 To General Conditions, Owner's Insurance Requirements of Contractor, Article 4.6 Builder's Risk—Builder's Risk.Insurance is Not Required for this project. ARTICLE 5 PROSECUTION AND PROGRESS 5.08 Add Article 5.08: The Contract Time as defined in the bid and other sections of the Contract Documents includes a certain number of rain days. Based on the Alvin Weather Center Records,the average annual rain days from June 1898 to December 1996 is 40 days calculated from all precipitation days of record. The CONTRACTOR is required to keep a record of rain days at the site. The record of rain days must be accepted and signed by the City Inspector monthly, and shall be reported on the monthly pay estimate submittal. At the end of the contract,the CONTRACTOR will be credited only for the number of accepted rain days that exceed 40 rain days per year,proportionate to the original Contract Time. General Notes: Sections 00100 Invitation to Bidders,00200 Instructions to Bidders and 01505 Mobilization all make reference to provision by the CONTRACTOR of a laptop computer for use by the OWNER'S representative or CONSTRUCTION MANAGER. BIDDER is Required to provide 2-24-12 00800- 1 of 2 145 CITY OF PEARLAND Project No.TR1205 SPECIAL CONDITIONS OF AGREEMENT this equipment or include this cost in the Bid. See Section 13730 for full details regarding this computer equipment. Section 01500 Temporary Facilities requires CONTRACTOR to provide high speed internet access in the Field Office. BIDDER is Required to provide either a Field Office or any internet access for this project. All other requirements remain and will be required per the section. It is`the responsibility of the Contractor to coordinate with the Owner for all Traffic Control Documents.Contractor to coordinate with the Owner for procurement of Traffic Control Documents prior to permitting. Contractor is to keep a minimum of one lane open at all times,in both directions. No lane closures to extend beyond the defined work day. Contractor Will be required to provide an on-site construction office for the duration of this project. END OF SECTION 2-24-12 00800-2 of 2 146 CITY OF PEARLAND WAGE SCALE FOR Project No. TR1205 ENGINEERING CONSTRUCTION Section 00811-T WAGE SCALE FOR ENGINEERING CONSTRUCTION 1.01 In accordance with the Prevailing Wage law on Public Works(Article 2258 of the Texas Government Code),the public body awarding the contract does hereby specify the rates shown in Table 00811-A following to be the general prevailing rates in the locality in which the work is being performed. 1.02 This prevailing wage rate does not prohibit the payment of more than the rates stated. 1.03 The wage scale for engineering construction is to be applied to all site work greater than five(5)feet from an exterior wall of new building under construction or from an exterior wall of an existing building. • 10-2012 00811-T-1 of 4 147 Aw..® . - . Texas Department of Transportation The wage rates.listed are those predetermined by the Secretary of Labor and State Statue to be the minimum wages paid. To determine the.applicable wage rate zone,---a list entitled"TEXAS COUNTIES IDENTIFIED BY WAGE RATE ZONES"is provided in the contract. Any wage rate that is not listed must be submitted to the Engineer for approval. IMPORTANT NOTICE FOR STATE PROJECTS;only the controlling wage rate zone applies to the contract.Effective 4-6-2016. ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE CLASS.8 CLASSIFICATION DESCRIPTION TX07 TX08 TX11 TX12 TX14 TX16 TX18 TX34 TX35 TX37 TX38 TX40 TX41 7X54 TX56 TX63 1/8116 1/8116 1/8/16 1/8116 1/8/16 1/8/16 118/16 1/8116 1/8/16 1/8116 1/8116 1/8116 1/8116 1/8/16 1/8116 1/8/16 1428 Agricultural Tractor Operator $12.69 $12.35 $11.75 1300 Asphalt Distributor Operator $14.87 $13.48 $13.88 $15.72 $15.58 $15.55 $15.72 $13.28 $15.32 $15.62 $14.36 $14.25 $14.03 $13.75 $14.06 $14.40 1303 Asphalt Paving Machine Operator $13.40 $12.25 $12.35 $13.87 $14.05 $14.36 $14.20 $13.26 $13.99 $14.68 $12.92 $13.44 $12.53 $14.00 $14.32 $12.99 1106 Asphalt Raker $12.28 $10.61 - $12.02 $14.21 $11.65 $12.12 $11.64 $11.44 $12.69 $12.05• $11.34 $11.67 $11.40 $12.59 $12,36 $11.78 1112- Batching Plant Operator,Asphalt 1115 Batching Plant Operator,Concrete 1214 Blaster 1615 Boom Truck Operator $18.36 1444 Boring Machine Operator , - 1305 Broom or Sweeper Operator $11.21 $10.33 $10.08 $11.99 $11.04 $11.62 '$11.74 $11.41 $10.30 $10.23 $10.60 $12.68 $11.05 1144 Communications Cable Installer 1124 Concrete Finisher,Paving and Structures $13.55 • $12.46 '$13.16 $12.85 $12.64 $12.56 $12.77 $12.44 $14.12 $13.04 $13.38 $1264 $12.80 $12.79 $12.98 $13.32 1318 Concrete Pavement Finishing Machine Operator $16.05 $15.48 $16.05 $19.31 $13.07 • 1315 Concrete Paving,Curing,Float,Texturing Machine Operator $16.34 • $11.71 1333 Concrete Saw Operator • - $14.67 $14.48 . $17.33 $13.99 1399 Concrete/Gunite'Pump Operator 1344 Crane Operator,Hydraulic 80 tons or less $18.22 $18.36 $18.12 $18.04 $20.21 _ $18.63 $13.86 1345 Crane Operator,Hydraulic Over 80 Tons • 1342 Crane Operator,Lattice Boom 80 Tons or Less $16.82 $14.39 $13.85 $17.27 $15.87 $17.27 $14.67 $16.42 $14.97 $13.87 1343 Crane Operator,Lattice Boom Over 80 Tons '. $20.52 $19.38 $20.52 $17A9 $25.13 $15.80 1306 Crawler Tractor Operator $13.96 $16.63 ' $13.62 $14.26 • $15.67 $14.07 $13.15 $13.38 .$14.60 $13.68 $13.50 1351 Crusher or Screen Plant Operator • 1446 Directional Drilling Locator $11.67 1445 Directional Drilling Operator $20.32 $17.24 1139 Electrician $20.96 $19.87 $19.80 $26.35 $20.27 $19.80 $20.92 • $27.11 $19.87 1347 Excavator Operator,50,000 pounds or less $13.46 $12.56 $13.67 $17.19 $12.88 $14.38 $13.49 $17.19 - $13.88 • $14.09 $12.71 $14.42 1348 Excavator Operator,Over50,000 pounds $15.23 $13.52 $17.04 $17.71 -$16.99 $18.80 $16.22 $14.53 $13.52 1150 Flagger $9.30 $9.10 $8.50 $10.28 $8.81 $9.45 $8.70 $10.06 $9.71 $9.03 $8.81 $9.08 $9.90 $10.33 $8.10 oo 1151 Form Builder/Setter,Structures $13.52 $12.30 . $13.38 $12.91 $12.71 $12.87 $12.38. $12.26 $13.84 $12.98 $13.07 $13.61 $12.82 $14.73 $12.23 $12.25 y 1160 Form Setter,Paving 8,Curb $12.36 $12.16 $13.93 $11.83 $10.71 $12.94 $13.16 $12.54 $11.33 $10.69 $13.33 $12.34 $13.93 1360 Foundation Drill Operator,Crawler Mounted $17.99 $17.99 $17.43 N 1363 Foundation Drill Operator,Truck Mounted. $16.86 $22.05 $21.51 $16.93 O $21.07 $20.20 $20.76 $17.54 $21.39 $15.89 $22.05 ~' 1369 Front End Loader Operator,3 CY or Less $12.28 $13.49 $13.40 $13.85 $13.04 $13.15 $13.29 $13.69 • $12.64 $1289 $13.51 $13.32 $12.17 A 1372 Front End Loader Operator,Over CY $12.77 $13.69 $1233 $14.96 $13.21 $12.86 $13.57 $14.72 $13.75 $12.32 $13.19 $13.17 $13.Q2 • 1329 Joint Sealer - 1. V1172 Laborer,Common $10.30 $9.86 $10.08 $10.51 $10.71 $10.50 $1024 $10.58 '$10.72 $10.45 $10.30 $10.25 $10.03 $10.54 $11.02 $10.15 D 1175 Laborer,Utility $11.80 $11.53 $12.70 $12.17 $11.81 $12.27 $12.11 $11.33 $12.32 $11.80 $11.53 $11.23 $11.50 $11.95 $11.73 $12.37 . 1346 Loader/Backhoe Operator - $14.18 $12.77 $12.97 $15.68 $14.12 $15.18 $13.58 $12.87 $13.21 $14.13 $14.29 $12.90 ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE ZONE CLASS.# CLASSIFICATION DESCRIPTION TX07 TX08 TX11 TX12 TX14 TX16 TX18 TX34 TX35 TX37 TX38 TX40 TX41 TX54 TX56 TX63 - 118/16 118116 118116 118116 118/16 1/8116 1/8/16 1/8/16 118/16" 1/8/16 , 1/8116 1/8/16 118/16 1/8/16 1/8/16 1/8/16 1187 Mechanic $20.14 $15.47 $17.47 $17.74 $17.00 $17.10 $17.68 $18.94 $18.58 $17.00 $16.61 $18.46 $16.96 $17.47 1380 .Milling Machine Operator $15.54 $14.64 $12.22 $14.29 $14.18 $14.32 $14.35 $12.86 $14.75 $13.53 $12.80 1390 Motor Grader Operator,Fine Grade $17.49 $16.52 $16.88 $17.12 $18.37 $18.51 $16.69 $16.13 $17.19 $18.35 $17.07 $17.74 $17.47 $17.08 $15.69 $20.01 1393 Motor Grader Operator,Rough • $16.15 $14.62 $15.83 $16.20 $17.07 $14.63 $18.50 $16.02 $16.44 $15.12 $16.85 $14.47 $17.39 $14.23 $15.53 1413 Off Road Hauler $10.08 '$12.26 $11.88 $12.25 $12.23 $13.00 . $14.60 1196 Painter,Structures - $21.29 $18.34 $21.29 $18.62 1396 Pavement Marking Machine Operator $16.42 $13.10 $13.55 $19.17 $12.01 $13.63 $14.60 $13.17 $16.65 $10.54 $11.18 $13.10 1443 Percussion or Rotary Drill Operator 1202 Piledriver . $14.95 1205 Pipelayer • $11.87 $14.64 $13.17 $11.17 $12.79 $11.37 •$13.24 $12.66 $13.24 $11.17 $11.67 $12.12 $14.64 1384 Reclaimer/PulverizerOperator $12.85 $11.90 $12.88 $11.01 $10.46 1500 Reinforcing Steel Worker $13.50 $14.07 $17.53 $16.17 $14.00 $16.18 $12.74 $15.83 $17.10 $15.15 $17.72 1402 Roller Operator,Asphalt $10.95 $11.96 $13.29 $12.78 $11.61 $13.08 $12.36 $11.68 $11.71 $11.95 $11.50 1405 Roller Operator,Other $10.36 $10.44 $11.82 $10.50 $11.64 $11.51 $10.59 $10.30 $12.04 $12.85 $11.57 $10.66 1411 Scraper Operator $10.61 $11.07 $10.85• $12.88 $12.27 $11.12 $12.96 $11.88 $12.43 $11.22 $13.95 $13.47 • $10.89 1417 Self-Propelled Hammer Operator 1194 Servicer $13.98 $12.34 $14.11 $14.74 •$14.51 $15.56 $13.44 . $14.58 $14.31 $13.83 $12.43 $13.72 $13.97 $14.11 1513 Sign Erector 1708 Slurry Seal or Micro-Surfacing Machine Operator 1341 Small Slipfonn Machine Operator $15.96 1515 Spreader Box Operator $12.60 $13.12 $14.71 $14.04 $14.73 $13.84 $13.68 $13.45 $11.83 $13.58 $14.05 1705 Structural Steel Welder . . $12.85 1509 Structural Steel Worker $19.29 . $14.39 1339 Subgrade Trimmer 1143 Telecommunication Technician 1145 Traffic Signal/Light Pole Worker $16.00 1440 Trenching Machine Operator,Heavy $18.48 1437 Trenching Machine Operator,Light 1609 Truck Driver Lowboy-Float $14.46 $13.63 $13.41 $15.00 $15.93 $15.66 $16.24 $16.39 $14.30 $16.62 $15.63. $14.28 $16.03 $13.41 1612 Truck Driver Transit-Mix • $14.14 $14.14 1600 Truck Driver,Single Axle $12.74 $10.82 $10.75 $13.04 $11.61 $11.79 $13.53 $13.16 $12.31 $13.40 $10.30 $11.61 $11.97 $11.46 $10.75 1606 Truck Driver,Single or Tandem Axle Dump Truck $11.33 $14.53 $11.95 $12.95 $11.68 $14.06 $12.62 $11.45 $12.28 $13.08 $11.68 $11.48 $11.10 1607 Truck Driver,Tandem Axle Tractor with Semi Trailer $12.49 $12.12 • $12.50 $13.42 $12.81 $13.16 $12.86 $16.22 $12.50 $13.80 $12.27 $12.50 1441 Tunneling Machine Operator,Heavy - 1442 Tunneling Machine Operator,Light - • 1706 Welder _$14.02 $14.86 $15.97 $13.74 $14.84 $13.78 1520 Work Zone Barricade Senricer $10.30 $12.88 $11.46 $11.70 $11.57 $11.85 $10.77 $11.68 $12.20 $11.22 $11.51 $12.96 $10.54 $11.67 $11.76 0o Notes: 7 Any worker employed on this project shall be paid at the rate of one and one half(1-1/2)times the regular rate for every hour worked in excess of forty(40)hours per week. H The titles and descriptions for the classifications listed here are further detailed in the AGC of Texas'Standard Job Classifications and Descriptions for Highway,Heavy,Utilities,and Industrial Construction in w Texas.AGC will make it available on its Web site for any contractor. - 0 I-I, - W . TEXAS COUNTIES IDENTIFIED BY WAGE RATE ZONES: 7,8, 11, 12, 14, 16, 18,34, 35, 37,38,40,41,54,56, 63 County Name Zone County Name Zone County Name Zone County Name Zone Anderson 38 Donley 54 Karnes 37 Reagan 54 Andrews 54 Duval 41 Kaufman 35 Real 54 Angelina 38 Eastland 54 Kendall 16 Red River 38 • Aransas 40 Ector 7 Kenedy 41 Reeves 18 Archer 35 Edwards 18 Kent 54 Refugio 37 Armstrong 7 El Paso 34 Kerr 37 Roberts 54 Atascosa 16 Ellis 35 Kimble 54 Robertson 16 Austin 56 Erath 38 King 54 Rockwall 35 Bailey 54 Falls 38 Kinney 18 Runnels 54 Bandera 16 Fannin 38 Kleberg 37 Rusk 11 • Bastrop 16 Fayette 37 Knox 54 Sabine 38 Baylor 54 Fisher 54 Lamar 38 San Augustine 38 Bee 37 Floyd 54 Lamb 54 San Jacinto 56 Bell 16 Foard 54 Lampasas 16 San Patricio 40 Bexar • 16 Fort Bend 56 LaSalle 41 San Saba 54 Blanco 37 Franklin 38 Lavaca 37 Schleicher 54 Borden 54 Freestone 38 Lee 37 Scurry 54 Bosque 38 Frio 37 Leon 38 Shackelford 54 Bowie 11 Gaines 54 Liberty • 56 Shelby 38 Brazoria 56 Galveston 56 Limestone 38 Sherman 54 Brazos 16 Garza 54 Lipscomb 54 Smith 11 Brewster 18 Gillespie 37 Live Oak 37 Somervell 38 Briscoe 54 Glasscock 54 Llano 37 Starr 41 Brooks 41 Goliad 40 Loving 54 Stephens 54 Brown 54 Gonzales 37 Lubbock 7 Sterling 54 Burleson 16 Gray 54.Lynn 54 Stonewall , 54 Burnet 37 Grayson 35 Madison 38 Sutton 18 Caldwell 16 Gregg . 11 Marion 38 Swisher 54 Calhoun 40 Grimes 38 Martin 54 Tarrant 35 Callahan 35 Guadalupe 16 Mason 37 Taylor 7 • Cameron 8 Hale 54 Matagorda 37 Terrell 18 Camp 38 Hall 54 Maverick 41 Terry 54 Carson 7 Hamilton 38 McCulloch 54 Throckmorton 54 Cass 38 Hansford 54 McLennan 16 Titus 38 Castro 54 Hardeman 54 McMullen 41 Tom Green _ 7 Chambers 56 Hardin 56 Medina 16 Travis 16 Cherokee 38 Harris 56 Menard 54 Trinity 38 Childress 54 Harrison 63 Midland ' 7 Tyler 38 Clay 35 Hartley 54 Milam 38 Upshur 11 Cochran 54 Haskell 54 Mills 54 Upton 54 Coke. 54 Hays 16 Mitchell 54 Uvalde 41 • Coleman 54 Hemphill 54 Montague 54 Val Verde 18 Collin 35 Henderson 38 Montgomery 56 Van Zandt 38 Collingsworth 54 Hidalgo 8 Moore 54 Victoria 14 Colorado 37 Hill 38 Morris 38 Walker 38 Comal 16 Hockley 54 Motley . 54.Waller 56 Comanche / 54 Hood 38 Nacogdoches 38 Ward • 54 Concho 54 Hopkins 38 Navarro 38 Washington 38 Cooke 54 Houston 38 Newton 38 Webb 8 Coryell 16 Howard 54 Nolan 54 Wharton 37 Cottle 54 Hudspeth, 18 Nueces 40 Wheeler 54 Crane 54 Hunt 35 Ochiltree 54 Wichita 12 Crockett 18 Hutchinson 54 Oldham - 54 Wilbarger 54 Crosby 7 Irion 7 Orange 56 Willacy 41 Culberson • 18 Jack 38 Palo Pinto 38 Williamson 16 Dallam 54 Jackson 37 Panola 38 Wilson 16 Dallas 35 Jasper 38 Parker • 35 Winkler 54 • Dawson 54 Jeff Davis 18 Parmer 54 Wise 35 Deaf Smith 54 Jefferson 56 Pecos 18 Wood 38 Delta 35 Jim Hogg 41 Polk 38 Yoakum 54 Denton 35 Jim Wells 37 Potter 7 Young 54 DeWitt 37 Johnson 35 Presidio ' 18 Zapata 41 Dickens 54 Jones 35 Rains 38,Zavala 41 Dimmit 41 Randall 7 04-06-2016 811-T-4 of 4 147C • Section 00850-T TXDOT LOCAL GOVERNMENT PROJECT PROCEDURES REQUIREMENTS In addition to the City of Pearland standard contract documents,the following documents are required for projects receiving reimbursement from the U.S. Department of Transportation Federal Highway Commission and/or the Texas Department of Transportation. FHWA-1273 Required Contract Provisions Bidder Certification(1 page) Buy America Provision(2 pages) Buy America—Material Statement(1 page) Child Support.Statement(1 page) Child Support Certification(1 page) Child Support Business Ownership Form(1 page) Contractor Acknowledgment of Stormwater Management Program(1 page) Contractor's Assurance(1 page) Debarment Certification(1 page) Differing Site Conditions (1 page) Disadvantaged Business Enterprises(DBE)Provisions (8 pages) Disadvantaged Business Enterprise Requirements (1 page) DBE Commitment Agreement Form(1 page) DBE Material & Supplier Commitment Agreement Form(1 page) DBE Substitution Request Form(1 page) DBE Commercially Useful Function Project Site Review(2 pages). DBE Trucking Credit Worksheet(1 page) DBE Good Faith Effort—Prime Contractor(2 pages) • DBE Monthly Progress Report(1 page) • DBE/SBE Prompt Payment Certification(1 page) DBE Prime Contractor Payments to Non-DBE Subcontractors (1 page) DBE Final Report(1 page) Equipment Rental Rates (2 pages) Lobbying Certification Forms (2 pages) Non-Collusion Statement(2 pages) Payroll Verification Information(1 page) Prison Produced Materials Provision(1 page) Railroad Insurance Provision(when work is in Railroad ROW) (2 pages) SBE Monthly Progress Report(1 page) Traffic Control Devices TxDOT Certificate of Insurance—Form 1560(2 pages) 3-2016 • 00850-T-1,of 57 148 • FHWA-1273— Revised May 1,2012 REQUIRED CONTRACT PROVISIONS FEDERAL-AiD CONSTRUCTION CONTRACTS I. General 3. A breach of any of the stipulations contained in these II. Nondiscrimination Required Contract Provisions may be sufficient grounds for III. Nonsegregated Facilities withholding of progress payments,withholding of final IV. Davis-Bacon and Related Act Provisions payment,termination of the contract,suspension/debarment V. Contract Work Hours and Safety Standards Act or any other action determined to be appropriate by the Provisions contracting agency and FHWA. VI. Subletting or Assigning the Contract VII. Safety:Accident Prevention 4. Selection of Labor:During the performance of this contract, VIII. False Statements Concerning Highway Projects the contractor shall not use convict labor for any purpose IX. Implementation of Clean Air Act and Federal Water within the limits of a construction project on a Federal-aid Pollution Control Act highway unless it is labor performed by convicts who are on X. Compliance with Govemmentwide Suspension and parole,supervised release,or probation. The term Federal-aid • Debarment Requirements highway does not Include roadways functionally classified as XL Certification Regarding Use of Contract Funds for local roads or rural minor collectors. Lobbying ATTACHMENTS II. NONDISCRIMINATION A.Employment and Materials Preference for Appalachian The provisions of this section related to 23 CFR Part 230 are Development Highway System or Appalachian Local Access applicable to all Federal-aid construction contracts and to all Road Contracts(included in Appalachian contracts only) related construction subcontracts of$10,000 or more. The provisions of 23 CFR Part 230 are not applicable to material I. GENERAL supply,engineering,or architectural service contracts. In addition,the contractor and all subcontractors must comply 1. Form FHWA-1273 must be physically incorporated In each with the following policies:Executive Order 11246,41 CFR 60, construction contract funded under Title 23(excluding 29 CFR 1625-1627,Title 23 USC Section 140,the emergency contracts solely intended for debris removal). The Rehabilitation Act of 1973,as amended(29 USC 794),Title VI contractor(or subcontractor)must insert this form in each of the Civil Rights Act of 1964,as amended,and related subcontract and further require its Inclusion in all lower tier regulations including 49 CFR Parts 21,26 and 27;and 23 CFR subcontracts(excluding purchase orders,rental agreements Parts 200,230,and 633. and other agreements for supplies or services). The contractor and all subcontractors must comply with: the The applicable requirements of Form FHWA-1273 are requirements of the Equal Opportunity Clause in 41 CFR 60- incorporated by reference for work done under any purchase 1.4(b)and,for all construction contracts exceeding$10,000, order,rental agreement or agreement for other services. The the Standard Federal Equal Employment Opportunity prime contractor shall be responsible for compliance by any, Construction Contract Specifications in 41 CFR 60-4.3. subcontractor,lower-tier subcontractor or service provider. Note:The U.S.Department of Labor has exclusive authority to Form FHWA-1273 must be included in all Federal-aid design- determine compliance with Executive Order 11246 and the build contracts,in all subcontracts and in lower tier policies of the Secretary of Labor including 41 CFR B0,and 29 subcontracts(excluding subcontracts for design services, CFR 1625-1627. The contracting agency and the FHWA have purchase orders,rental agreements and other agreements for the authority and the responsibility to ensure compliance with supplies or services). The design-builder shall be responsible Title 23 USC Section 140,the Rehabilitation Act of 1973,as for compliance by any subcontractor,lower-tier subcontractor amended(29 USC 794),and Title VI of the Civil Rights Act of or service provider. 1964,as amended,and related regulations including 49 CFR Parts 21,26 and 27;and 23 CFR Parts 200,230,and 633. Contracting agencies may reference Form FHWA-1273 in bid proposal or request for proposal documents,however,the The following provision is adopted from 23 CFR 230,Appendix Form FHWA-1273 must be physically incorporated(not A,with appropriate revisions to conform to the U.S. referenced)in all contracts,subcontracts and lower-tier Department of Labor(US DOL)and FHWA requirements. subcontracts(excluding purchase orders,rental agreements and other agreements for supplies or services related to a 1.Equal Employment Opportunity:Equal employment construction contract). opportunity(EEO)requirements not to discriminate and to take affirmative action to assure equal opportunity as set forth 2. Subject to the applicability criteria noted in the following under laws,executive orders,rules,.regulations(28 CFR 35, sections,these contract provisions shall apply to all work 29 CFR 1630,29 CFR 1625-1627,41 CFR 60 and 49 CFR 27) performed on the contract by the contractor's own organization and orders of the Secretary of Labor as modified by the and with the assistance of workers under the contractor's provisions prescribed herein,and imposed pursuant to 23 . immediate superintendence and to all work performed on the U.S.C.140 shall constitute the EEO and specific affirmative contract by piecework,station work,or by subcontract. action standards for the contractor's project activities under 1 3-2016 00850-T-2 of 57 149 this contract.The provisions of the Americans with Disabilities 4.Recruitment When advertising for employees,the Act of 1990(42 U.S.C.12101 et seq.)set forth under 28 CFR contractor will include in all advertisements for employees the 35 and 29 CFR 1630 are incorporated by reference In this notation:"An Equal Opportunity Employer." All such contract.In the execution of this contract,the contractor advertisements will be placed.In publications having a large agrees to comply with the following minimum specific circulation among minorities and women In the area from requirement activities of EEO: which the project work force would normally be derived. a.The contractor will work with the contracting agency and a. The contractor will,unless precluded by a valid the Federal Government to ensure that it has made every bargaining agreement,conduct systematic and direct good faith effort to provide equal opportunity with respect to all recruitment through public and private employee referral of its terms and conditions of employment and in their review sources likely to yield qualified minorities and women. To of activities under the contract meet this requirement,the contractor will Identify sources of potential minority group employees,and establish with such b.The contractor will accept as its operating policy the- - identified sources procedures whereby minority and women following statement: applicants may be referred to the contractor for employment consideration. "It is the policy of this Company to assure that applicants are employed,and that employees are treated during b. In the event the contractor has a valid bargaining employment,without regard to their race,religion,sex,color, agreement providing for exclusive hiring hall referrals,the national origin,age or disability. Such action shall include: contractor is expected to observe the provisions of that employment,upgrading,demotion,or transfer;recruitment or agreement to the extent that the system meets the contractor's recruitment advertising;layoff or termination;rates of pay or compliance with EEO contract provisions. Where other forms of compensation;and selection for training, implementation of such an agreement has the effect of including apprenticeship,pre-apprenticeship,and/or on-the- discriminating against minorities or women,or obligates the job training." contractor to do the same,such implementation violates Federal nondiscrimination provisions. 2. EEO Officer:The contractor will designate and make known to the contracting officers an EEO Officer who will have c. The contractor will encourage its present employees to the responsibility for and must be capable of effectively refer minorities and women as applicants for employment. administering and promoting an active EEO program and who Information and procedures with regard to referring such must be assigned adequate authority and responsibility to do applicants will be discussed with employees. so. 5.Personnel Actions:Wages,working conditions,and 3. Dissemination of Policy:All members of the contractor's employee benefits shall be established and administered,and staff who are authorized to hire,supervise,promote,and personnel actions of every type,Including hiring,upgrading, discharge employees,or who recommend such action,or who promotion,transfer,demotion,layoff,and termination,shall be are substantially involved in such action,will be made fully taken without regard to race,color,religion,sex,national cognizant of,and will implement,the contractor's EEO policy origin,age or disability. The following procedures shall be and contractual responsibilities to provide EEO In each grade followed: and classification of employment. To ensure that the above agreement will be met,the following actions will be taken as a a. The contractor will conduct periodic inspections of project minimum: sites to insure that working conditions and employee facilities do not Indicate discriminatory treatment of project site a. Periodic meetings of supervisory and personnel office personnel. employees will be conducted before the start of work and then not less often than once every six months,at which time the b. The contractor will periodically evaluate the spread of contractor's EEO policy and its implementation will be wages paid within each classification to determine any reviewed and explained. The meetings will be conducted by evidence of discriminatory wage practices. the EEO Officer. c. The contractor will periodically review selected personnel b. All new supervisory or personnel office employees will be actions in depth to determine whether there is evidence of given a thorough indoctrination by the EEO Officer,covering discrimination. Where evidence is found,the contractor will all major aspects of the contractor's EEO obligations within promptly take corrective action. lithe review indicates that the thirty days following their reporting for duty with the contractor. discrimination may extend beyond the actions reviewed,such corrective action shall Include all affected persons. c. All personnel who are engaged in direct recruitment for the project will be instructed by the EEO Officer in the d. The contractor will promptly investigate all complaints of contractor's procedures for locating and hiring minorities and alleged discrimination made to the contractor In connection women. with its obligations under this contract,will attempt to resolve such complaints,and will take appropriate corrective action d. Notices and posters setting forth the contractor's EEO within a reasonable time. If the investigation Indicates that the policy will be placed In areas readily accessible to employees, discrimination may affect persons other than the complainant, applicants for employment and potential employees, such corrective action shall include such other persons. Upon completion of each investigation,the contractor will inform e. The contractor's EEO policy and the procedures to every complainant of all of their avenues of appeal. Implement such policy will be brought to the attention of employees by means of meetings,employee handbooks,or 6.Training and Promotion: other appropriate means. a. The contractor will assist In locating,qualifying,and increasing the skills of minorities and women who are 2 3-2016 00850-T-3 of 57 150 , applicants for employment or current employees. Such efforts with the requirements for and comply with the Americans with should be aimed at developing full journey level status Disabilities Act and all rules and regulations established there employees in the type of trade or job classification Involved. under. Employers must provide reasonable accommodation in all employment activities unless to do so would cause an b. Consistent with the contractor's work force requirements undue hardship. and as permissible under Federal and State regulations,the contractor shall make full use of training programs,i.e., 9.Selection of Subcontractors,Procurement of Materials apprenticeship,and on-the-job training programs for the and Leasing of Equipment:The contractor shall not geographical area of contract performance. In the event a discriminate on the grounds of race,color,religion,sex, special provision for training is provided under this contract, national origin,age or disability in the selection and retention this subparagraph will be superseded as indicated in the of subcontractors,including procurement of materials and special provision. The contracting agency may reserve leases of equipment. The contractor shall take all necessary training positions for persons who receive welfare assistance and reasonable steps to ensure nondiscrimination in the in accordance with 23 U.S.C.140(a). administration of this contract. c. The contractor will advise employees and applicants for a. The contractor shall notify all potential subcontractors and employment of available training programs and entrance suppliers and lessors of their EEO obligations under this requirements for each. contract. d. The contractor will periodically review the training and b. The contractor will use good faith efforts to ensure promotion potential of employees who are minorities and subcontractor compliance with their EEO obligations. women and will encourage eligible employees to apply for such training and promotion. 10.Assurance Required by 49 CFR 26.13(b): 7.Unions:If the contractor relies in whole or in part upon unions as a source of employees,the contractor will use good a. The requirements of 49 CFR Part 26 and the State faith efforts to obtain the cooperation of such unions to DOTS U.S.DOT-approved DBE program are incorporated by increase opportunities for minorities and women. Actions by reference. the contractor,either directly or through a contractor's association acting as agent,will include the procedures set b. The contractor or subcontractor shall not discriminate on forth below: the basis of race,color,national origin,or sex In the performance of this contract. The contractor shall carry out a. The contractor will use good faith efforts to develop,In applicable requirements of 49 CFR Part 28 in the award and cooperation with the unions,joint training programs aimed administration of DOT-assisted contracts. Failure by the toward qualifying more minorities and women for membership contractor to carry out these requirements is a material breach In the unions and increasing the skills of minorities and women of this contract,which may result in the termination of this so that they may qualify for higher paying employment. contract or such other remedy as the contracting agency deems appropriate. b. The contractor will use good faith efforts to incorporate an EEO clause into each union agreement to the end that such 11.Records and Reports:The contractor shall keep such union will be contractually bound to refer applicants without records as necessary to document compliance with the EEO regard to their race,color,religion,sex,national origin,age or requirements. Such records shall be retained for a period of disability. three years following the date of the final payment to the contractor for all contract work and shall be available at c. The contractor Is to obtain information as to the referral reasonable times and places for inspection by authorized practices and policies of the labor union except that to the representatives of the contracting agency and the FHWA. extent such information is within the exclusive possession of the labor union and such labor union refuses to furnish such a. The records kept by the contractor shall document the , information to the contractor,the contractor shall so certify to following: the contracting agency and shall set forth what efforts have • been made to obtain such information. (1)The number and work hours of minority and non- minority group members and women employed In each work d. In the event the union is unable to provide the contractor classification on the project; with a reasonable flow of referrals within the time limit set forth in the collective bargaining agreement,the contractor will, (2)The progress and efforts being made in cooperation through Independent recruitment efforts,fill the employment with unions,when applicable,to increase employment vacancies without regard to race,color,religion,sex,national opportunities for minorities and women;and origin,age or disability;making full efforts to obtain qualified and/or qualifiable minorities and women. The failure of a union (3)The progress and efforts being made in locating,hiring, to provide sufficient referrals(even though it is obligated to training,qualifying,and upgrading minorities and women; provide exclusive referrals under the terms of a collective bargaining agreement)does not relieve the contractor from the b. The contractors and subcontractors will submit an annual requirements of this paragraph. In the event the union referral report to the contracting agency each July for the duration of practice prevents the contractor from meeting the obligations the project,Indicating the number of minority,women,and pursuant to Executive Order 11246,as amended,and these non-minority group employees currently engaged in each work special provisions,such contractor shall immediately notify the classification required by the contract work. This information is contracting agency. to be reported on Form FHWA-1391. The staffing data should represent the project work force on board in all or any part of 9. Reasonable Accommodation for Applicants/ the last payroll period preceding the end of July. If on-the-job Employees with Disabilities: The contractor must be familiar training is being required by special provision,the contractor 1 • 3 3-2016 00850-T-4 of 57 151 will be required to collect and report training data. The of paragraph 1.d.of this section;also,regular contributions employment data should reflect the work force on board during made or costs Incurred for more than a weekly period(but not all or any part of the last payroll period preceding the end of less often than quarterly)under plans,funds,or programs July which cover the particular weekly period,are deemed to be constructively made or incurred during such weekly period. Such laborers and mechanics shall be paid the appropriate III.NONSEGREGATED FACILITIES wage rate and fringe benefits on the wage determination for the classification of work actually performed,without regard to This provision is applicable to all Federal-aid construction skill,except as provided in 29 CFR 5:5(a)(4).Laborers or contracts and to all related construction subcontracts of mechanics performing work in more than one.classification $10,000 or more. may be compensated at the rate specified for each classification for the time actually worked therein:Provided, The contractor must ensure that facilities provided for That the employer's payroll records accurately set forth the employees are provided in such a manner that segregation on time spent in each classification in which work is performed. the basis of race,color,religion,sex,or national origin cannot The wage determination(including any additional classification result. The contractor may neither require such segregated and wage rates conformed under paragraph 1.b.of this use by written or oral policies nor tolerate such use by section)and the Davis-Bacon poster(WH-1321)shall be employee custom. The contractor's obligation extends further posted at all times by the contractor and its subcontractors at to ensure that its employees are not assigned to perform their the site of the work in a prominent and accessible place where services at any location,under the contractor's control,where it can be easily seen by the workers. the facilities are segregated. The term'facilities"includes waiting rooms,work areas,restaurants and other eating areas, b.(1)The contracting officer shall require that any class of time clocks,restrooms,washrooms,locker rooms,and other laborers or mechanics,including helpers,which is not listed in storage or dressing areas,parking lots,drinking fountains, the wage determination and which is to be employed under the recreation or entertainment areas,transportation,and housing provided for employees. The contractor shall provide separate contract shall be classified in conformance with the wage or single-user restrooms and necessary dressing or sleeping determination.The contracting officer shall approve an areas to assure privacy between sexes. additional classification and wage rate and fringe benefits therefore onlyly when the following criteria have been met: IV. DAVIS-BACON AND RELATED ACT PROVISIONS (i)The work to be performed by the classification requested is not performed by a classification in the wage This section is applicable to all Federal-aid construction determination;and projects exceeding$2,000 and to all related subcontracts and lower-tier subcontracts(regardless of subcontract size). The (iI)The classification is utilized in the area by the requirements apply to all projects located within the right-of- construction industry;and way of a roadway that is functionally classified as Federal-aid highway. This excludes roadways functionally classified as (ill)The proposed wage rate,including any bona fide local roads or rural minor collectors,which are exempt. fringe benefits,bears a reasonable relationship to the Contracting agencies may elect to apply these requirements to wage wage rates contained in the determination. other projects. 9 The following provisions are from the U.S.Department of (2)if the contractor and the laborers and mechanics to be Labor regulations in 29 CFR 5.5"Contract provisions and employed in the classification(if known),or their related matters"with minor revisions to conform to the FHWA representatives,and the contracting officer agree on the 1273 format and FHWA program requirements, classification and wage rate(including the amount designated for fringe benefits where appropriate),a report of the action taken shall be sent by the contracting officer to the 1. Minimum wages Administrator of the Wage and Hour Division,Employment Standards Administration,U.S.Department of Labor, a. All laborers and mechanics employed or working upon Washington,DC 20210.The Administrator,or an authorized the site of the work,will be paid unconditionally and not less representative,will approve,modify,or disapprove every additional classification often than once a week,and without subsequent deduction or action within 30 days of receipt and rebate on any account(except such payroll deductions as are so advise the contracting officer or will notify the contracting permitted by regulations issued by the Secretary of Labor officer wdthin'the 30 day period that additional time Is under theCopeland Act(29 CFR part 3)),the full amount of necessary. wages and bona fide fringe benefits(or cash equivalents • thereof)due at time of payment computed at rates not less (3)In the event the contractor;the laborers or mechanics than those contained in the wage determination of the to be employed in the classification or their representatives, Secretary of Labor which is attached hereto and made a part and the contracting officer do not agree on the proposed hereof,regardless of any contractual relationship which may classification and wage rate(including the amount be alleged to exist between the contractor and such laborers designated for fringe benefits,where appropriate),the and mechanics. contracting officer shall refer the questions,including the views of all interested parties and the recommendation of the Contributions made or costs reasonably anticipated for bona contracting officer,to the Wage and Hour Administrator for fide fringe benefits under section 1(b)(2)of the Davis-Bacon• determination.The Wage and Hour Administrator,or an Act on behalf of laborers or mechanics are considered wages authorized representative,will issue a determination within paid to such laborers or mechanics,subject to the provisions 30 days of receipt and so advise the contracting officer or 4 3-2016 00850-T-5 of 57 152 will notify the contracting officer within the 30-day period that Bacon Act,the contractor shall maintain records which show additional time is necessary. that the commitment to provide such benefits is enforceable, • that the plan or program is financially responsible,and that the (4)The wage rate(Including fringe benefits plan or program has been communicated in writing to the appropriate) rate(Including ing fringe to benefits where laborers or mechanics affected,and records which show the appro)of thisdeterminedsecrion, ll pursuantb paid to all paragraphsworph 1.b.(2)perfor orng costs anticipated or the actual cost Incurred In providing such 1.b.work in the classification under this contract from the first benefits.Contractors employing apprentices or trainees under day on which work is performed in the classification. approved programs shall maintain written evidence of the , registration of apprenticeship programs and certification of trainee programs,the registration of the apprentices and c.Whenever the minimum wage rate prescribed in the trainees,and the ratios and wage rates prescribed in the contract for a class of laborers or mechanics Includes a fringe applicable programs. benefit which Is not expressed as an hourly rate,the contractor shall either pay the benefit as stated in the wage determination b.(1)The contractor shall submit weekly for each week in • or shall pay another bona fide fringe benefit or an hourly cash which any contract work is performed a copy of all payrolls to equivalent thereof. the contracting agency. The payrolls submitted shall set out accurately and completely all of the information required to be d.If the contractor does not make payments to a trustee or maintained under 29 CFR 5.5(a)(3)(i),except that full social other third person,the contractor may consider as part of the security numbers and home addresses shall not be included wages of any laborer or mechanic the amount of any costs on weekly transmittals.Instead the payrolls shall only need to reasonably anticipated In providing bona fide fringe benefits Include an individually identifying number for each employee under a plan or program,Provided,That the Secretary of e.g.,the last four digits of the employee's social security Labor has found,upon the written request of the contractor, number).The required weekly payroll information may be that the applicable standards of the Davis-Bacon Act have submitted In any form desired.Optional Form WH-347 is . been met.The Secretary of Labor may require the contractor available for this purpose from the Wage and Hour Division to set aside in a separate account assets for the meeting of Web site at http://www.dol.gov/esa/whd/forms/wh347instr.htm obligations under the plan or program. or Its successor site.The prime contractor is responsible for the submission of copies of payrolls by all subcontractors. 2. Withholding Contractors and subcontractors shall maintain the full social security number and current address of each covered worker, and shall provide them upon request to the contracting agency The contracting agency shall upon its own action or upon for transmission to the State DOT,the FHWA or the Wage and written request of an authorized representative of the Hour Division of the Department of Labor for purposes of an Department of Labor,withhold or cause to be withheld from investigation or audit of compliance with prevailing wage the contractor underthis contract,or any other Federal requirements.It is not a violation of this section for a prime contract with the same prime contractor,or any other federally- . contractor to require a subcontractor to provide addresses and assisted contract subject to Davis-Bacon prevailing wage social security numbers to the prime contractor for its own requirements,which is held by the same prime contractor,so records,without weekly submission to the contracting agency.. much of the accrued payments or advances as may be considered necessary to pay laborers and mechanics, (2)Each payroll submitted shall be accompanied by a including apprentices,trainees,and helpers,employed by the "Statement of Compliance,"signed by the contractor or contractor or any subcontractor the full amount of wages subcontractor or his or her agent who pays or supervises the required by the contract. In the event of failure to pay any payment of the persons employed under the contract and shall laborer or mechanic,including any apprentice,trainee,or certify the following: helper,employed or working on the site of the work,all or part of the wages required by the contract,the contracting agency may,after written notice to the contractor,take such action as (i)That the payroll for the payroll period contains the may be necessary to cause the suspension of any further information required to be provided under§5.5(a)(3)(ii)of payment,advance,or guarantee of funds until such violations Regulations,29 CFR part 5,the appropriate information is have ceased. being maintained under§5.5(a)(3)(1)of Regulations,29 CFR part 5,and that such information is correct and 3. Payrolls and basic records complete; a. Payrolls and basic records relating thereto shall be (li)That each laborer or mechanic(including each helper,apprentice,and trainee)employed on the contract maintained by the contractor during the course of the work and during the payroll period has been paid the full weekly preserved for a period of three years thereafter for all laborers wages earned,without rebate,either directly or indirectly, , and mechanics working at the site of the work.Such records shall contain the name,address,and social security-number of and that from the deductions wages been made either directly or each such worker,his or her correct classification,hourly rates indirectly deductions the wages earned,other than of wages paid(including rates of contributions or costs permissible as set forth in Regulations,29 CFR anticipated for bona fide fringe benefits or cash equivalents part 3; thereof of the types described in section 1(b)(2)(B)of the , Davis-Bacon Act),daily and weekly number of hours worked, (iii)That each laborer or mechanic has been paid not deductions made and actual wages paid.Whenever the less than the applicable wage rates and fringe benefits or Secretary of Labor has found under 29 CFR 5.5(a)(1)(iv)that cash equivalents for the classification of work performed. the wages of any laborer or mechanic include the amount of as specified in the applicable wage determination any costs reasonably anticipated in providing benefits under a incorporated into the contract plan or program described in section 1(b)(2)(B)of the Davis- i, 5 3-2016 00850-T-6 of 57 153 • (3)The weekly submission of a property executed rate specified in the applicable wage determination. certification set forth on the reverse side of Optional Form Apprentices shall be paid fringe benefits in accordance with WH-347 shall satisfy the requirement for submission of the the provisions of the apprenticeship program.If the "Statement of Compliance"required by paragraph 3.b.(2)of apprenticeship program does not specify fringe benefits, this section. apprentices must be paid the full amount of fringe benefits listed on the wage determination for the applicable (4)The falsification of any of the above certifications may classification.If the Administrator determines that a different on, subject the contractor or subcontractor to civil or criminal practice prevailsbe for paidthe applicabler with apprenticea dcetermination. prosecution under section 1001 of title 18 and section 231 of fringes shall in accordance with that determination. title 31 of the United States Code. In the event the Office of Apprenticeship Training,Employer c.The contractor or subcontractor shall make the records and Labor Services,or a State Apprenticeship Agency required under paragraph 3.a.of this section available for recognized by the Office,withdraws approval of an inspection,copying,or transcription by authorized apprenticeship program,the contractor will no longer be representatives of the contracting agency,the State DOT,the permitted to utilize ter thetwor performedt less than the applicable FHWA, or the Department of Labor,and shall permit such predetermined rate for work until an acceptable representatives to interview employees during working hours program is approved. on the job.If the contractor or subcontractor fails to submit the required records or to make them available,the FHWA may, b.Trainees(programs of the USDOL). after written notice to the contractor,the contracting agency or the State DOT,take such action as may be necessary to cause the suspension of any further payment,advance,or Except as provided In 29 CFR 5.16,trainees will not be guarantee of funds.Furthermore,failure to submit the required permitted to work at less than the predetermined rate for the work performed unless they are employed pursuant to and records upon request or to make such records available may be grounds for debarment action pursuant to 29 CFR 5.12. individually registered in a program which has received prior • approval,evidenced by formal certification by the U.S. Department of Labor,Employment and Training 4. Apprentices and trainees Administration. a.Apprentices(programs of the USDOL). The ratio of trainees to journeymen on the job site shall not be greater than permitted under the plan approved by the Apprentices will be permitted to work at less than the Employment and Training Administration. predetermined rate for the work they performed when they are employed pursuant to and individually registered in a bona fide Every trainee must be paid at not less than the rate specified apprenticeship program registered with the U.S.Department of in the approved program for the trainee's level of progress, Labor,Employment and Training Administration,Office of expressed as a percentage of the journeyman hourly rate Apprenticeship Training,Employer and Labor Services,or with specified in the applicable wage determination.Trainees shall a State.Apprenticeship Agency recognized by the Office,or if a be paid fringe benefits in accordance with the provisions of the person is employed in his or her first 90 days of probationary trainee program.lithe trainee program does not mention employment as an apprentice in such an apprenticeship fringe benefits,trainees shall be paid the full amount of fringe program,who is not individually registered In the program,but benefits listed on the wage determination unless the who has been certified by the Office of Apprenticeship Administrator of the Wage and Hour Division determines that Training,Employer and Labor Services or a State there is an apprenticeship program associated with the Apprenticeship Agency(where appropriate)to be eligible for corresponding journeyman wage rate on the wage probationary employment as an apprentice. determination which provides for less than full fringe benefits for apprentices.Any employee listed on the payroll at a trainee The allowable ratio of apprentices to journeymen on the job rate who is not registered and participating in a training plan site in any craft classification shall not be greater than the ratio approved by the Employment and Training Administration shall permitted to the contractor as to the entire work force under be paid not less than the applicable wage rate on the wage the registered program.Any worker listed on a payroll at an determination yforape acl performing workof work actually performed. apprentice wage rate,who is not registered or otherwise excess add oftion,any traineeunder gn the job sitg in employed as stated above,shall be paid not less than the llbepaid the ratiolesspermitted under therewater rate programthe applicable wage rate on the wage determination for the shall not o than theo actually wage on the classification of work actually performed.In addition,any wage determination for the work actually performed. apprentice performing work on the job site in excess of the • ratio permitted under the registered program shall be paid not In the event the Employment and Training Administration less than the applicable wage rate on the wage determination withdraws approval of a training program,the contractor will no for the work actually performed.Where a contractor is longer be permitted to utilize trainees at less than the performing construction on a project in a locality other than applicable predetermined rate for the work performed until an that in which its program is registered,the ratios and wage acceptable program is approved. rates(expressed in percentages of the journeyman's hourly rate)specified in the contractor's or subcontractor's registered c.Equal employment opportunity.The utilization of program shall be observed. apprentices,trainees and journeymen under this part shall be in conformity with the equal employment opportunity Every apprentice must be paid at not less than the rate requirements of Executive Order 11246,as amended,and 29 specified in the registered program for the apprentice's level of CFR part 30. progress,expressed as a percentage of the journeymen hourly • 3-2016 00850-T-7 of 57 154 d. Apprentices and Trainees(programs of the U.S.DOT). Apprentices and trainees working under apprenticeship and V. CONTRACT WORK HOURS AND SAFETY skill training programs which have been certified by the STANDARDS ACT Secretary of Transportation'as promoting EEO In connection with Federal-aid highway construction programs are not The following clauses apply to any Federal-aid construction subject to the requirements of paragraph 4 of this Section IV. contract in an amount In excess of$100,000 and subject to the The straight time hourly wage rates for apprentices and overtime provisions of the Contract Work Hours and Safety trainees under such programs will be established by the Standards Act.These clauses shall be inserted in addition to particular programs.The ratio of apprentices and trainees to the clauses required by 29 CFR 5.5(a)or 29 CFR 4.6. As journeymen shall not be greater than permitted by the terms of used in this paragraph,the terms laborers and mechanics the particular program. include watchmen and guards. 5.Compliance with Copeland Act requirements. The 1.Overtime requirements. No contractor or subcontractor contractor shall comply with the requirements of 29 CFR part contracting for any part of the contract work which may require 3,which are incorporated by reference in this contract. or involve the employment of laborers or mechanics shall require or permit any such laborer or mechanic in any 6.Subcontracts. The contractor or subcontractor shall insert workweek in which he or she Is employed on such work to Form FHWA-1273 in any subcontracts and also require the work in excess of forty hours In such workweek unless such lasubcontractors to include Form FHWA-1273 In any lower tier than onr er and one-halfmechan receivesmescompensatione basic at a rate not less subcontracts.The prime contractor shall be responsible for the one s ofotimeo the n suc rate k pay for all hours compliance by any subcontractor or lower tier subcontractor worked in excess of forty hours In such workweek. with all the contract clauses in 29 CFR 5.5. 2.Violation;liability for unpaid wages;liquidated 7.Contract termination:debarment A breach of the damages. In the event of any violation of the clause set forth contract clauses in 29 CFR 5.5 may be grounds for termination in paragraph(1.)of this section,the contractor and any of the contract,and for debarment as a contractor and a subcontractor responsible therefor shall be liable for the subcontractor as provided in 29 CFR 5.12. unpaid wages.In addition,such contractor and subcontractor shall be liable to the United States(in the case of work done under contract for the District of Columbia or a territory,to such 8.Compliance with Davis-Bacon and Related Act District or to such territory),for liquidated damages.Such requirements. All rulings and interpretations of the Davis- liquidated damages shall be computed with respectto each Bacon and Related Acts contained in 29 CFR parts 1,3,and 5 individual laborer or mechanic,including watchmen and • are herein incorporated by reference in this contract. guards,employed in violation of the clause set forth in paragraph(1.)of this section,in the sum of$10 for each 9.Disputes concerning labor standards.Disputes arising calendar day on which such individual was required or out of the labor standards provisions of this contract shall not permitted to work in excess of the standard workweek of forty be subject to the general disputes clause of this contract.Such hours set forthor p in paragraphant the(1.)ov of thise wages required by the disputes shall be resolved in accordance with the procedures clause set in of section. of the Department of Labor set forth In 29 CFR parts 5,6,and 7.Disputes within the meaning of this clause include disputes 3.Withholding for unpaid wages and liquidated damages. between the contractor(or any of its subcontractors)and the The FHWA or the contacting agency shall upon its own action contracting agency,the U.S.Department of Labor,or the or upon written request of an authorized representative of the employees or their representatives. Department of Labor withhold or cause to be withheld,from any moneys payable on account of work performed by the 10.Certification of eligibility. contractor or subcontractor under any such contract or any other Federal contract with the same prime contractor,or any other federally-assisted contract subject to the Contract Work a.By entering into this contract,the contractor certifies that Hours and Safety Standards Act,which is held by the same neither it(nor he or she)nor any person or firm who has an prime contractor,such sums as may be determined to be interest in the contractor's firm is a person or firm ineligible to necessary to satisfy any liabilities of such contractor or be awarded Government contracts by virtue of section 3(a)of subcontractor for unpaid wages and liquidated damages as the Davis-Bacon Act or 29 CFR 5.12(a)(1). provided in the clause set forth in paragraph(2.)of this section. b.No part of this contract shall be subcontracted to any person or firm ineligible for award of a Government contract by virtue 4.Subcontracts. The contractor or subcontractor shall insert of section 3(a)of the Davis-Bacon Act or 29 CFR 5.12(a)(1). in any subcontracts the clauses set forth in paragraph(1.) through(4.)of this section and also a clause requiring the c.The penalty for making false statements Is prescribed in the subcontractors to include these clauses in any lower tier U.S.Criminal Code,rU.S.C.1 subcontracts.The prime contractor shall be responsible for compliance by any subcontractor or lower tier subcontractor with the clauses set forth in paragraphs(1.)through(4.)of this section. 1 . 7 3-2016 00850-T-8 of 57 155 evidenced in writing and that it contains all pertinent provisions VI.SUBLETTING OR ASSIGNING THE CONTRACT and requirements of the prime contract. This provision is applicable to all Federal-aid construction 5.The 30%self-performance requirement of paragraph(1)is contracts on the National Highway System. not applicable to design-build contracts;however,contracting agencies may establish their own self-performance 1.The contractor shall perform with its own organization requirements. contract work amounting to not less than 30 percent(or a greater percentage if specified elsewhere in the contract)of the total original contract price,excluding any specialty Items VIi.SAFETY:ACCIDENT PREVENTION designated by the contracting agency. Specialty items may be ' performed by subcontract and the amount of any such T his p r o v i s I o n is applicable to all Federal-aid specialty items performed may be deducted from the total construction contracts and to all related subcontracts. original contract price before computing the amount of work required to be performed by the contractor's own organization 1. In the performance of this contract the contractor shall (23 CFR 635.116). comply with all applicable Federal,State,and local laws governing safety,health,and sanitation(23 CFR 635).The a. The term"perform work with its own organization"refers contractor shall provide all safeguards,safety devices and to workers employed or leased by the prime contractor,and protective equipment and take any other needed actions as It equipment owned or rented by the prime contractor,with o'r determines,or as the contracting officer may determine,to be without operators. Such term does not include employees or reasonably necessary to protect the life and health of equipment of a subcontractor or lower tier subcontractor, employees on the Job and the safety of the public and to agents of the prime contractor,or any other assignees. The protect property in connection with the performance of the term may include payments for the costs of hiring leased work covered by the contract. employees from an employee leasing firm meeting all relevant Federal and State regulatory requirements. Leased 2. It is a condition of this contract,and shall be made a employees may only be included In this term if the prime condition of each subcontract,which the contractor enters into contractor meets all of the following conditions: pursuant to this contract,that the contractor and any subcontractor shall not permit any employee,in performance (1)the prime contractor maintains control over the of the contract,to work in surroundings or under conditions supervision of the day-to-day activities of the leased which are unsanitary,hazardous or dangerous to his/her employees; health or safety,as determined under construction safety and (2)the prime contractor remains responsible for the quality health standards(29 CFR 1926)promulgated by the Secretary of the work of the leased employees; of Labor,in accordance with Section 107 of the Contract Work (3)the prime contractor retains all power to accept or Hours and Safety Standards Act(40 U.S.C.3704). exclude individual employees from work on the project;and (4)the prime contractor remains ultimately responsible for 3.Pursuant to 29 CFR 1926.3,it is a condition of this contract the payment of predetermined minimum wages,the that the Secretary of Labor or authorized representative submission of payrolls,statements of compliance and all thereof,shall have right of entry to any site of contract other Federal regulatory requirements. performance to inspect or investigate the matter of compliance with the construction safety and health standards and to carry b.'Specialty Items"shall be construed to be limited to work out the duties of the Secretary under Section 107 of the that requires highly specialized knowledge,abilities,or Contract Work Hours and Safety Standards Act(40 equipment not ordinarily available in the type of contracting U.S.C.3704). organizations qualified and expected to bid or propose on the contract as a whole and in general are to be limited to minor components of the overall contract. VIII.FALSE STATEMENTS CONCERNING HIGHWAY PROJECTS 2.The contract amount upon which the requirements set forth In paragraph(1)of Section VI is computed Includes the cost of T his, pro v i s i o n is applicable to all Federal-aid material and manufactured products which are to be construction contracts and to all related subcontracts. purchased or produced by the contractor under the contract provisions. In order to assure high quality and durable construction in conformity with approved plans and specifications and a high 3.The contractor shall furnish(a)a competent superintendent degree of reliability on statements and representations made or supervisor who Is employed by the firm,has full authority to by engineers,contractors,suppliers,and workers on Federal- direct performance of the work In accordance with the contract aid highway projects,it is essential that all persons concerned requirements,and is in charge of all construction operations with the project perform their functions as carefully,thoroughly, (regardless of who performs the work)and(b)such other of its and honestly as possible. Willful falsification,distortion,or own organizational resources(supervision,management,and misrepresentation with respect to any facts related to the engineering services)as the contracting officer determines is project is a violation of Federal law. To prevent any necessary to assure the performance of the contract. misunderstanding regarding the seriousness of these and similar acts,Form FHWA-1022 shall be posted on each 4.No portion of the contract shall be sublet,assigned or Federal-aid highway project(23 CFR 635)in one or more otherwise disposed of except with the written consent of the places where it is readily available to all persons concerned contracting officer,or authorized representative,and such with the project: consent when given shall not be construed to relieve the contractor of any responsibility for the fulfillment of the contract. Written consent will be given only after the 18 U.S.C.1020 reads as follows: contracting agency has assured that each subcontract is 8 3-2016 00850-T-9 of 57 156 • "Whoever,being an officer,agent,or employee of the United covered transaction.The prospective first tier participant shall States,or of any State or Territory,or whoever,whether a submit an explanation of why it cannot provide the certification person,association,firm,or corporation,knowingly makes any set out below.The certification or explanation will be false statement,false representation,or false report as to the considered In connection with the department or agency's character,quality,quantity,or cost of the material used or to determination whether to enter into this transaction.However, be used,or the quantity or quality of the work performed or to• failure of the prospective first tier participant to furnish a be performed,or the cost thereof in connection with the certification or an explanation shall disqualify such a person submission of plans,maps;specifications,contracts,or costs from participation in this transaction. of construction on any highway or related project submitted for _ approval to the Secretary of Transportation;or c.The certification in this clause is a material representation of fact upon which reliance was placed when the contracting Whoever knowingly makes any false statement,false agency determined to enter into this transaction.If it is later representation,false report or false claim with respect to the determined that the prospective participant knowingly rendered character,quality,quantity,or cost of any work performed or to an erroneous certification,in addition to other remedies be performed,or materials furnished or to be furnished,in available to the Federal Government,the contracting agency connection with the construction of any highway or related may terminate this transaction for cause of default. project approved by the Secretary of Transportation;or d.The prospective first tier participant shall provide Whoever knowingly makes any false statement or false immediate written notice to the contracting agency to whom representation as to material fact in any statement,certificate, this proposal is submitted if any time the prospective first tier or report submitted pursuant to provisions of the Federal-aid participant learns that its certification was erroneous when Roads Act approved July 1,1916,(39 Stat 355),as amended submitted or has become erroneous by reason of changed and supplemented; circumstances. Shall be fined under this title or imprisoned not more than 5 e.The terms"covered transaction,""debarred," years or troth." "suspended,""ineligible,""participant,""person," "principal," • and"voluntarily excluded,"as used in this clause,are defined in 2 CFR Parts 180 and 1200. "First Tier Covered IX.IMPLEMENTATION OF CLEAN AIR ACT AND FEDERAL Transactions"refers to any covered transaction between a WATER POLLUTION CONTROL ACT grantee or subgrantee of Federal funds and a participant(such as the prime or general contract). "Lower Tier Covered This provision Is applicable to all Federal-aid construction Transactions"refers to any covered transaction under a First contracts and to all related subcontracts. Tier Covered Transaction(such as subcontracts). "First Tier Participant"refers to the participant who has entered into a By submission of this bid/proposal or the execution of this covered transaction with a grantee or subgrantee of Federal contract,or subcontract,as appropriate,the bidder,proposer, funds(such as the prime or general contractor). "Lower Tier Federal-aid construction contractor,or subcontractor,as Participant"refers any participant who has entered into a appropriate,will be deemed to have stipulated as follows: covered transaction with a First Tier Participant or other Lower Tier Participants(such as subcontractors and suppliers). 1.That any person who is or will be utilized in the performance of this contract is not prohibited from receiving an f.The prospective first tier participant agrees by submitting award due to a violation of Section 508 of the Clean Water Act this proposal that,should the proposed covered transaction be or Section 306 of the Clean Air Act. entered into,it shall not knowingly enter into any.lower tier 2.That the contractor agrees to Include or cause to be covered transaction with a person who is debarred, included the requirements of paragraph(1)of this Section X In suspended,declared ineligible,or voluntarily excluded from every subcontract,and further agrees to take such action as participation in this covered transaction,unless authorized by the contracting agency may direct as a means of enforcing the department or agency entering into this transaction. such requirements. g.The prospective first tier participant further agrees by submitting this proposal that it will include the clause titled X.CERTIFICATION REGARDING DEBARMENT, "Certification Regarding Debarment,Suspension,Ineligibility SUSPENSION,INELIGIBILITY AND VOLUNTARY and Voluntary Exclusion-Lower Tier Covered Transactions," EXCLUSION provided by the department or contracting agency,entering into this covered transaction,without modification,in all lower This provision is applicable to all Federal-aid construction tier covered transactions and in all solicitations for lower tier contracts,design-build contracts,subcontracts,lower-tier covered transactions exceeding the$25,000 threshold. subcontracts,purchase orders,lease agreements,consultant contracts or any other covered transaction requiring FHWA h.A participant in a covered transaction may rely upon a approval or that is estimated to cost$25,000 or more—as certification of a prospective participant In a lower tier covered defined in 2 CFR Parts 180 and 1200. transaction that is not debarred,suspended,ineligible,or • voluntarily excluded from the covered transaction,unless it knows that the certification is erroneous. A participant is • responsible for ensuring that its principals are not suspended, 1.Instructions for Certification—First Tier Participants: debarred,or otherwise ineligible to participate in covered transactions. To verify the eligibility of its principals,as well as a.By signing and submitting this proposal,the prospective the eligibility of any lower tier prospective participants,each first tier participant is providing the certification set out below. participant may,but is not required to,check the Excluded Parties List System website(https://www.eals.aovf),which is' b.The inability of a person to provide the certification set out compiled by the General Services Administration. below will not necessarily result in denial of participation in this 3-2016 00850-T-10 of 57 157 • i. Nothing contained in the foregoing shall be construed to this transaction originated may pursue available remedies, require the establishment of a system of records In order to including suspension and/or debarment. render in good faith the certification required by this clause. The knowledge and Information of the prospective participant c.The prospective lower tier participant shall provide is not required to exceed that which is normally possessed by immediate written notice to the person to which this proposal is a prudent person in the ordinary course of business dealings. submitted if at any time the prospective lower tier participant learns that its certification was erroneous by reason of j.Except for transactions authorized under paragraph(f)of changed circumstances. these instructions,if a participant in a covered transaction knowingly enters into a lower tier covered transaction with a d.The terms"covered transaction,""debarred," person who is suspended,debarred,ineligible,or voluntarily "suspended;"ineligible,""participant,""person,""principal," excluded from participation in this transaction,in addition to and"voluntarily excluded,"as used in this clause,are defined other remedies available to the Federal Government,the in 2 CFR Parts 180 and 1200. You may contact the person to department or agency may terminate this transaction for cause which this proposal is submitted for assistance in obtaining a or default. copy of those regulations. "First Tier Covered Transactions" refers to any covered transaction between a grantee or subgrantee of Federal funds and a participant(such as the prime or general contract). "Lower Tier Covered Transactions" 2. Certification Regarding Debarment,Suspension, refers to any covered transaction under a First Tier Covered Ineligibility and Voluntary Exclusion—First Tier Transaction(such as subcontracts). "First Tier Participant" Participants: refers to the participantwho has entered into a covered transaction with a grantee or subgrantee of Federal funds a. The prospective first tier participant certifies to the best of (such as the prime or general contractor). "Lower Tier its knowledge and belief,that it and Its principals: Participant"refers any participant who has entered Into a covered transaction with a First Tier Participant or other Lower (1) Are not presently debarred,suspended,proposed for Tier Participants(such as subcontractors and suppliers). debarment,declared ineligible,or voluntarily excluded from participating in covered transactions by any Federal e.The prospective lower tier participant agrees by department or agency; submitting this proposal that,should the proposed covered. transaction be entered into,it shall not knowingly enter into (2) Have not within a three-year period preceding this any lower tier covered transaction with a person who is proposal been convicted of or had a civil judgment rendered debarred,suspended,declared ineligible,or voluntarily against them for commission of fraud or a criminal offense in excluded from participation in this covered transaction,unless connection with obtaining,attempting to obtain,or performing authorized by the department or agency with which this a public(Federal,State or local)transaction or contract under transaction originated. a public transaction;violation of Federal or State antitrust statutes or commission of embezzlement,theft,forgery, f.The prospective lower tier participant further agrees by bribery,falsification or destruction of records,making false submitting this proposal that it will include this clause titled statements,or receiving stolen property; "Certification Regarding Debarment,Suspension,Ineligibility and Voluntary Exclusion-Lower Tier Covered Transaction," (3) Are not presently indicted for or otherwise criminally or without modification,in all lower tier covered transactions and civilly charged by a governmental entity(Federal,State or in all solicitations for lower tier covered transactions exceeding local)with commission of any of the offenses enumerated in the$25,000 threshold. paragraph(a)(2)of this certification;and g.A participant In a covered transaction may rely upon a (4) Have not within a three-year period preceding this certification of a prospective participant In a lower tier covered application/proposal had one or more public transactions transaction that is not debarred,suspended,ineligible,or (Federal,State or local)terminated for cause or default. . • voluntarily excluded from the covered transaction,unless It knows that the certification is erroneous.A participant is b. Where the prospective participant is unable to certify to responsible for ensuring that its principals are not suspended, any of the statements in this certification,such prospective debarred,or otherwise ineligible to participate in covered participant shall attach an explanation to this proposal. transactions. To verify the eligibility of its principals,as well as the eligibility of any lower tier prospective participants,each 2.Instructions for Certification-Lower Tier Participants: participant may,but is not required to,check the Excluded Parties List System website(httos://www.ects.gov/),which is (Applicable to all subcontracts,purchase orders and other compiled by the General Services Administration. lower tier transactions requiring prior FHWA approval or estimated to cost$25,000 or more-2 CFR Parts 180 and' h.Nothing contained in the foregoing shall be construed to 1200) require establishment of a system of records in order to render In good faith the certification required by this clause.The a.By signing and submitting this proposal,the prospective knowledge and information of participant is not required to lower tier Is providing the certification set out below. exceed that which is normally possessed by a prudent person in the ordinary course of business dealings. b.The certification in this clause is a material representation of fact upon which reliance was placed when this transaction I.Except for transactions authorized under paragraph e of was entered into.If It is later determined that the prospective . these Instructions,if a participant in a covered transaction lower tier participant knowingly rendered an erroneous knowingly enters into a lower tier covered transaction with a certification,in addition to other remedies available to the person who is suspended,debarred,ineligible,or voluntarily Federal Government,the department,or agency with which excluded from participation in this transaction,in addition to other remedies available to the Federal Government,the 3-2016 10 00850-T-11 of 57 158 department or agency with which this transaction originated may pursue available remedies,including suspension and/or debarment. Certification Regarding Debarment,Suspension, Ineligibility and Voluntary Exclusion—Lower Tier • Participants: 1.The prospective lower tier participant certifies,by submission of this proposal,that neither it nor its principals is presently debarred,suspended,proposed for debarment, declared ineligible,or voluntarily excluded from participating in covered transactions by any Federal department or agency. 2.Where the prospective lower tier participant is unable to certify to any of the statements in this certification,such prospective participant shall attach an explanation to this proposal. XI.CERTIFICATION REGARDING USE OF CONTRACT FUNDS FOR LOBBYING This provision is applicable to all Federal-aid construction contracts and to all related subcontracts which exceed $100,000(49 CFR 20). 1.The prospective participant certifies,by signing and submitting this bid or proposal,to the best of his or her knowledge and belief,that: a.No Federal appropriated funds have been paid or will be paid,by or on behalf of the undersigned,to any person for influencing or attempting to influence an officer or employee of any Federal agency,a Member of Congress,an officer or employee of Congress,or an employee of a Member of Congress in connection with the awarding of any Federal contract,the making of any Federal grant,the making of any Federal loan,the entering into of any cooperative agreement, and the extension,continuation,renewal,amendment,or modification of any Federal contract,grant,loan,or cooperative agreement. • b.if any funds other than Federal appropriated funds have been paid or will be paid to any person for Influencing or attempting to influence an officer or employee of any Federal agency,a Member of Congress,an officer or employee of Congress,or an employee of a Member of Congress in connection with this Federal contract,grant,loan,or cooperative agreement,the undersigned shall complete and submit Standard Form-LLL,"Disclosure Form to Report Lobbying,"in accordance with Its instructions. 2.This certification is a material representation of fact upon which reliance was placed when this transaction was made or entered into. Submission of this certification is a prerequisite for making or entering into this transaction imposed by 31 U.S.C.1352. Any person who fails to file the required certification shall be subject to a civil penalty of not less than $10,000 and not more than$100,000 for each such failure. 3.The prospective participant also agrees by submitting its bid or proposal that the participant shall require that the language of this certification be included in all lower tier subcontracts,which exceed$100,000 and that all such recipients shall certify and disclose accordingly. 11 3-2016 00850-T-12 of 57 159 ATTACHMENT A-EMPLOYMENT AND MATERIALS 6.The contractor shall Include the provisions of Sections 1 PREFERENCE FOR APPALACHIAN DEVELOPMENT through 4 of this Attachment A in every subcontract for work HIGHWAY SYSTEM OR APPALACHIAN LOCAL ACCESS which is,or reasonably maybe,done as on-site work. ROAD CONTRACTS This provision Is applicable to all Federal-aid projects funded under the Appalachian Regional Development Act of 1965. 1.During the performance of this contract,the contractor undertaking to do work which is,or reasonably maybe,done as on-site work,shall give preference to qualified persons who regularly reside in the labor area as designated by the DOL wherein the contract work is situated,or the subregion,or the Appalachian counties of the State wherein the contract work is situated,except: • a.To the extent that qualified persons regularly residing in the area are not available. b.For the reasonable needs of the contractor to employ supervisory or specially experienced personnel necessary to assure an efficient execution of the contract work. c.For the obligation of the contractor to offer employment to present or former employees as the result of a lawful collective bargaining contract,provided that the number of nonresident persons employed under this subparagraph(1c)shall not exceed 20 percent of the total number of employees employed by the contractor on the contract work,except as provided in subparagraph(4)below. • 2.The contractor shall place a job order with the State Employment Service Indicating(a)the classifications of the laborers,mechanics and other employees required to perform the contract work,(b)the number of employees required in each classification,(c)the date on which the participant estimates such employees will be required,and(d)any other pertinent information required by the State Employment Service to complete the job order form. The Job order may be placed with the State Employment Service in writing or by telephone, If during the course of the contract work,the information submitted by the contractor in the original job order is substantially modified,the participant shall promptly notify the State Employment Service. 3.The contractor shall give full consideration to all qualified Job applicants referred to him by the State Employment Service. The contractor is not required to grant employment to any job applicants who,In his opinion,are not qualified to • perform the classification of work required. 4.If,within one week following the placing of a job order by the contractor with the State Employment Service,the State Employment Service Is unable to refer any qualified job applicants to the contractor,or less than the number requested,the.State Employment Service will forward a certificate to the contractor indicating the unavailability of applicants. Such certificate shall be made a part of the contractor's permanent project records. Upon receipt of this certificate,the contractor may employ persons who do not normally reside in the labor area to fill positions covered by the certificate,notwithstanding the provisions of subparagraph(1c) above. 5. The provisions of 23 CFR 833.207(e)allow the contracting agency to provide a contractual preference for the use of mineral resource materials native to the Appalachian region. 12 3-2016 00850-T-13 of 57 160. Bidder Certification By signing the proposal the bidder certifies: 1. the only persons or parties interested in this proposal are those named and the bidder has not directly or indirectly participated in collusion, entered into an agreement or otherwise taken any action in restraint of free competitive bidding in connection with the above captioned project. 2. in the event of the award of a contract, the organization represented will secure bonds for the full amount of the contract. 3. the signatory represents and warrants that they are an authorized signatory for the organization for which the bid is submitted and they have full and complete authority to submit this bid on behalf of their firm. 4. that the certifications and representations contained in the proposal are true and accurate and the bidder intends the proposal to be taken as a genuine government record. • 3-2016 00850-T-14 of 57 161 • Buy America General. Current regulations require the use of domestic steel and iron in federally funded highway construction.All steel and iron products must be of domestic origins All manufacturing processes must take place domestically.All foreign steel and iron materials and products are covered by Buy America regulations regardless of the percentage they comprise in a manufactured product or the form they may take. The regulations allow bidders and the LG some latitude through minimum use,waivers and alternate bids. As previously mentioned, all manufacturing processes must take place domestically. Manufacturing begins with the initial melting and mixing,and continues through the coating stage. Any process that modifies the chemical content, the physical size or shape, or the final finish is considered a manufacturing process. These processes include rolling, extruding, machining, bending, grinding, drilling and coating. Coating includes epoxy coating, galvanizing,painting, or any other coating that protects or enhances the value of the material. Buy America does not apply to raw materials (iron ore and alloys), scrap, pig iron or processed, pelletized,and reduced iron ore. Insufficient domestic supplies of raw materials.caused FHWA to issue a nationwide waiver allowing foreign source supplies of these items. The waiver may be found at the FHWA web site (http://www.fhwa.dot.gov/programadmin/contracts/032495.efin). If domestically produced steel billets or iron ingots are shipped overseas for any manufacturing process, and then returned to the U.S.,the resulting product does not conform to.the Buy America requirements. The manufacturing process for a steel/iron product is considered complete when the product is ready for use as an item (e.g., fencing, posts, girders, pipe, manhole cover, etc.) or could be incorporated as a component of a more complex product through a further manufacturing process (e.g., the case for a traffic signal head). The final assembly process does not need to be accomplished domestically so long as the steel/iron component is only installed and no manufacturing process is performed on the steel/iron component. Example:.Shapes produced domestically from foreign source steel billets are not acceptable under Buy America since the initial melting and mixing of alloys to create the steel occurred in a foreign country. Example: All welding must take place domestically since the welding rod itself is typically an iron/steel product and the welding process substantially alters the rod. Buy America does not apply to minimal use of iron/steel materials provided that the total cost of all foreign source items used in the project, as delivered to the project site,is less than$2,500 or one-tenth-of-one-percent (1/10 of 1%) of the contract amount,whichever is greater. If a supplier or fabricator wishes to use a partial fabrication process where domestic and foreign source components are assembled at a domestic location, the "as delivered cost" of the foreign components should include any transportation, assembly and•testing costs required to install them in the final product. . 3-2016 00850-T-15 of 57 162 For the Buy America requirements to apply, the steel or iron product must be permanently incorporated into the project.Buy America does not apply to temporary steel items(e.g.temporary sheet piling, temporary bridges, steel scaffolding and falsework, etc.)Further, Buy America does not apply to materials that remain in place at the contractor's convenience. The practice of making otherwise eligible items non-participating for the purpose of circumventing the Buy America requirements is unacceptable and will not be approved.There is no clear-cut rule for resolving an after-the-fact discovery of an inadvertent incorporation of an excess amount of foreign materials into a project.Each situation should be resolved on a case-by-case basis. FHWA retains the authority to resolve all Buy America issues. Buy America provisions apply to all material incorporated in a Federal-aid project,even if an item is rendered as a "donated material" in accordance with 23 U.S.C. 323 - Donations and Credits. While the LG may receive a credit for donated material,this material must generally comply with Buy America. Waivers. Approval authority for waivers of Buy America requirements is retained by FHWA for all federally funded projects.The FHWA may grant a waiver of the Buy America requirements for specific projects if the L.G can demonstrate either of the following: 1. Compliance with the requirements is inconsistent with the public interest; or 2. Insufficient quantities of satisfactory quality domestic products are available. Materials delivery delay will not be considered as grounds for a waiver. The cost differential between domestic and foreign products is also not grounds for a waiver. An LG may apply for a waiver of the Buy America provisions if it believes that a waiver is warranted. The LG must submit the waiver request with supporting information through TxDOT to FHWA sufficiently in advance of need to allow time for proper review and action. Alternative Bidding Procedures. An alternative bidding procedure may be used to justify the use of foreign steel or iron. Under this procedure, the total project is bid using two alternatives: one which is based on foreign source products, and the second, using domestic products. The use of foreign products may be justified if the lowest total bid based on domestic steel or iron products is 25 percent more than the lowest bid using corresponding foreign steel or iron products. The 25 percent differential applies to the total bid for the entire project,not just the bids for the steel or iron products. Enforcement The LG is responsible for enforcing the Buy America provisions. The contract provisions should require the contractor to provide a definitive statement about the origin of all products covered under the Buy America provisions. An alternate procedure is to use step certification for products. Under step certification, each handler of the product (supplier, fabricator, manufacturer, processor, etc.) certifies that his or her step in the process was domestically performed. 3-2016 00850-T-16 of 57 163 Material Statement Apr,am. of Nansportatio o Form 1818 Rev.08/12) (a.k.a.Fort D-9-USA-1) • Sheet of Supplier: County: Address: Project Control: Contract No.: Contractor: Purchase Quantity Material Description Mill Heat Material Required Documentation Order No. (Amt./Units) Name No. Use Spec. MTR Cert. • • This is to certify that-the materials listed above and on the attached supplement(if attached)are in conformance with the governing specification(s).This is to also certify that all manufacturing processes for steel and iron materials or for the application of coatings.(epoxy,galvanizing,painting or any other coating that protects or enhances the value of the steel or iron metal)to these materials occurred in the United States of America. Manufacturing processes are defined as all processes required to change the raw ore or scrap metal into the finished in-place steel or iron product.The attached mill test reports(MTRs)and Certifications(Cert.)are offered as proof of Domestic Origin. Subscribed and sworn to before me this day of I declare under penalty.of perjury under the laws of the United States of America • and the State of Texas that the foregoing is true and correct and that I am o authorized to sign for the Firm listed below. Notary Public (Authorized Corporate Official Signature) Date !:."1 o 01LAMy Commission expires: , (Type Name and Title) (Firm Name) Child Support Statement Under Section 231.006, Family Code,the vendor or applicant certifies that the individual or business entity named in this contract, bid, or application is not ineligible to receive the specified grant, loan,or payment and acknowledges that this contract may be terminated and payment may be withheld if this certification is inaccurate. • • • 3-2016 00850-T-18 of 57 165 State of Texas 4 4,/, Health & Human Services Commission Child Support Certification I. • Section 231.006, Texas Family Code, as amended by Section 82 of House Bill No. 433, 74th Regular Legislative Session(Acts 1995,74th Leg., R:S.,ch.751),prohibits the payment of state funds under a grant,contract,or loan to • a person who is more than 30 days delinquent in the payment of child support,and • a business entity in which such a person is the sole proprietor, partner,shareholder or owner with an ownership interest of at least 25%. Section 231.006 further provides that a person or business entity that is ineligible to receive payments for the reasons stated above shall continue to be ineligible to receive payments from the state under a contract,grant,or loan until • all arrearages have been paid,or • the person is in compliance with a written repayment agreement or court order as to any existing delinquency. • Section 231.006 further requires each bid,or application for a contract,grant,or loan to include , • the name and social security number of the individual or sole proprietor and each partner,shareholder,or owner with an ownership interest of at least 25%of the business entity submitting the bid or application,and • the statement in Part Ill below. Section 231.006 authorizes a state agency to terminate a contract If it determines that statement required below is inaccurate or false. In the event the statement is determined to be false, the vendor is liable to the state for attomey's fees, costs necessary to complete the contract [including the cost of advertising and awarding a second contract], and any other damages provided by law or contract. II. In accordance with Section 231.006, the names and social security numbers of the individual identified in the contract, bid, or application, or of each person with a minimum 25% ownership interest in the business entity identified therein are provided below. Name Social Security# III. As required by Section 231.006,the undersigned certifies the following: "Under Section 231.006,Family Code,the vendor or applicant certifies that the individual or 1 business entity named in this contract,bid,or application is not ineligible to receive the specified grant,loan,or payment,and acknowledges that this contract maybe terminated and payment withheld if this certification is inaccurate." Signature Title Printed Name Date 3-2016 00850-T-19 of 57 166 State of Texas Child Support Business Ownership Form County: Project Name: TxDOT CSJ: LG Project Number: Business Entity Submitting Bid: Section 231.006, Family Code,requires a bid for a contract paid from state funds to include the names and social security number of individuals owning 25%or more of the business entity submitting the bid. 1. In the spaces below please provide the names and social security number of individuals owning 25%or more of the business. Name Social Security Number *2. Please check the box below if no individual owns 25%or more of the business. ( i No individual own 25%or more of the business. Except as provided by Section 231.302(d),Family Code,a social security number is confidential and may be disclosed only for the purpose of responding to a request for Information from an agency operating under the provisions of Part A and D to Title IV of the Federal Social Security Act(42 USC Section 601-617 and 651-699). Under Section 231.006,Family Code,the vendor or applicant certifies that the individual or business entity named in this contract,bid,or application is not ineligible to receive the specified grant,loan,or payment and acknowledges,that this contract may be terminated and payment may be withheld if this certification is inaccurate. The information collected on this form will be maintained by Enter Local Government Name . With few exceptions,you are entitled on request to be informed about the information collected about you. Under Sections 552.021 and 552.023 of the Texas Government Code,you also are entitled to receive and review the information. Under Section 559.004 of the Government Code,you are also entitled to have information about you corrected that you believe is incorrect. Signature Date Printed Name IF THIS PROJECT IS A JOINT VENTURE, ALL PARTIES TO THE JOINT VENTURE MUST PROVIDE A COMPLETED FORM. 3-2016 00850-T-20 of 57 167 Contractor Acknowledgement of Stormwater Management Program I hereby acknowledge that I am aware of the stormwater management program and standard operating procedures developed by OWNER in compliance with the TPDES General Permit No. . I agree to comply with all . applicable best management practices and standard operating procedures while conducting my services for OWNER. I agree to conduct all services in a manner that does not introduce illicit discharges of pollutants to streets,stormwater inlets, drainage ditches or any portion of the drainage system.The following materials and/or pollutant sources must not be discharged to the drainage system as a result of any services provided: 1. Grass clippings,leaves,mulch,rocks,sand,dirt or other waste materials resulting from landscaping activities, (except those materials resulting from ditch mowing or maintenance activities) 2. Herbicides,pesticides and/or fertilizers, (except those intended for aquatic use) 3. Detergents,fuels,solvents,oils and/or lubricants,other equipment and/or vehicle fluids, 4. Other hazardous materials including paints,thinners,chemicals or related waste materials, 5. Uncontrolled dewatering discharges,equipment and/or vehicle wash waters, 6. Sanitary waste,trash,debris, or other waste products 7. Wastewater from wet saw machinery, 8. Other pollutants that degrade water quality or pose a threat to human health or the environment. Furthermore, I agree to notify OWNER immediately of any issue caused by or identified by: (Company/Contractor) that is believed to be an immediate threat to human health or the environment. Contractor Signature Date Printed Name Title • • 3-2016 00850-T-21 of 57 168 CONTRACTOR'S ASSURANCE (Subcontracts-Federal Aid Projects) The contractor, sub recipient or subcontractor shall not discriminate on the basis of race, color, national origin, or sex in the performance of this contract. The contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of DOT-assisted contracts. Failure by the contractor to carry out these requirements is a material breach of this contract,which may result in the termination of this contract or such other remedy as the recipient deems appropriate. By signing this Bid, the contractor is giving assurances that all subcontract agreements will incorporate the Standard Specification and Special Provision to Section 9.9, "Payment Provisions for Subcontractors", all subcontract agreements exceeding $2,000 will incorporate the applicable "Wage Determination Decision", and, all subcontract agreements of$10,000 or more will incorporate the following: Special Provision"Certification of Nondiscrimination in Employment" Special.Provision "Notice of Requirement for Affirmative Action to Ensure Equal Employment Opportunity" (Executive Order 11246) Special Provision "Standard Federal Equal Employment Opportunity Construction Contract Specifications" (Executive Order 11246) Form FHWA 1273 "Required Contract Provisions Federal-aid Construction Contracts" (Form FHWA 1273 must also be physically attached to subcontracts and purchase orders of$10,000 or more) 3-2016 00850-T-22 of 57 169 Debarment Certification General. Contractors are not allowed to participate in federally funded projects if they are suspended or debarred. The prime contractor is required to certify as to their current eligibility status. Certification is also required of all prospective participants in lower tier transactions. This includes subcontractors,material suppliers,vendors, etc. Each participant must certify: "...that it and its principals are not presently debarred,suspended,proposed for debarment,declared ineligible,or voluntarily excluded from covered transactions by any Federal department or agency. ..., and that they have not been convicted or had civil judgment rendered within the past three years for certain types of offenses." The General Services Administration (GSA) has the responsibility to compile, maintain, and distribute the list of suspended and debarred parties that are excluded from all Federal procurement and non-procurement programs. The GSA list is distributed to all FHWA field offices and is provided to TxDOT to assure that suspended or debarred parties are not awarded federal-aid highway projects. GSA's list, of debarred firms (Excluded Parties List) may be accessed at https://www.sam.gov/portal/public/SAM/.The State of Texas has similar requirements prohibiting contracts with debarred contractors. The state's list of debarred firms (Comptrollers List)may be accessed at http://www.window.state.tx.us/procurement/prog/vendorj,erformance/. 3-2016 00850-T-23 of 57, 170 Differing Site Conditions 23 U.S.C. 112(e) (1) General rule.—The Secretary shall issue regulations establishing and requiring,for inclusion in each contract entered into with respect to any project approved under section 106 of this title a contract clause,developed in accordance with guidelines established by the Secretary,which equitably addresses each of the following: (A) Site conditions. (B) Suspensions of work ordered by the State (other than a suspension of work caused by the fault of the contractor or by weather). (C) Material changes in the scope of work specified in the contract. The guidelines established by the Secretary shall not require arbitration. (2)Limitation on applicability.— (A)State law.—Paragraph(1)shall apply in a State except to the extent that such State adopts or has adopted by statute'a formal procedure for the development of a contract clause described in paragraph (1) or adopts or has adopted a statute which does not permit inclusion of such a contract clause. (B) Design-build contracts.— Paragraph (1) shall not apply to any design-build contract approved under subsection(b)(3). 3-2016 00850-T-24 of 57 171 • Special Provision to Item 000 Disadvantaged Business Enterprise in Federal Aid Contracts 1. DESCRIPTION The purpose of this Special Provision is to carry out the U.S.Department of Transportation's(DOT)policy of ensuring nondiscrimination in the award and administration of DOT assisted Contracts and creating a level playing field on which firms owned and controlled by individuals who are determined to be socially and economically disadvantaged can compete fairly for DOT assisted Contracts.If the Disadvantaged Business Enterprise(DBE)goal is greater than zero,Article A,"Disadvantaged Business Enterprise in Federal Aid Contracts",of this Special Provision shall apply to this Contract.If there is no DBE goal,Article B, "Race-Neutral DBE Participation,"of this Special Provision will apply to this Contract.The percentage goal for DBE participation in the work to be performed under this Contract will be shown on the proposal. 1.1. Article A.Disadvantaged Business Enterprise in Federal Aid Contracts. 1.1.1. Policy.It is the policy of the DOT and the.Texas Departmentof Transportation(Department)that DBEs,as defined in 49 CFR Part 26,Subpart A and the Department's DBE Program,shall have the opportunity to participate in the performance of Contracts financed in whole or in part with Federal funds.The DBE requirements of 49 CFR Part 26,and the Department's DBE Program,apply to this Contract as follows: 1.1.1.1. The Contractor will solicit DBEs through reasonable and available means,as defined in 49 CFR Part 26, Appendix A and the Department's DBE Program,or show a good faith effort to meet the DBE goal for this Contract. 1.1.1.2. The Contractor,subrecipient or subcontractor shall not discriminate on the basis of race,color,national origin,or sex in the performance of this Contract.The Contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of DOT-assisted Contracts.Failure by the Contractor to carry out these requirements is a material breach of this Contract,which may result in the termination of this Contract or such other remedy as the recipient deems appropriate. 1.1.1.3. The requirements of this Special Provision shall be physically included in any subcontract. 1.1.1.4. By signing the Contract proposal,the Bidder is certifying that the DBE goal as stated in the proposal will be met by obtaining commitments from eligible DBEs or that the Bidder will provide acceptable evidence of good. faith effort to meet the commitment.The Owner will determine the adequacy of a Contractor's efforts to meet the Contract goal,within 10 business days,excluding national holidays,from receipt of the information outlined in this Special Provision under Section 1.1.3.,"Contractor's Responsibilities."If the requirements of Section 1.A.3 are met,the conditional situation will be removed and the Contract will be forwarded to the Contractor for execution. 1.1.2. Definitions. 1.1.2.1. "Broker'is an intermediary or middleman that does not take possession of a commodity or act as a regular dealer selling to the public. 1.1.2.2. "Disadvantaged Business Enterprise"or"DBE"is defined in the standard specifications,Article 1,Definition of Terms. 1.1.2.3. "DBE Joint Venture"means an association of a DBE firm and 1 or more other firm(s)to carry out a single business enterprise for profit for which purpose they combine their property,capital,efforts,skills and knowledge,and in which the DBE is responsible for a distinct,clearly defined portion of the work of the 3-2016. 00850-T-25 of 57 172 r Contract and whose share in the capital contribution,control,management,risks,and profits of the joint venture are commensurate with its ownership interest. 1.1.2.4. "DOT"means the U.S.Department of Transportation,including the Office of the Secretary,the Federal Highway Administration(FHWA),the Federal Transit Administration(FTA),and the Federal Aviation • 'Administration(FAA). 1.1.2.5. "Federal Aid Contract"is any Contract between the Owner and a Contractor which is paid for in whole or in part with DOT financial assistance. 1.1.2.6. "Good Faith Effort"means efforts to achieve a DBE goal or other requirement of this Special Provision which, by their scope,intensity,and appropriateness to the objective,can reasonably be expected to fulfill the program requirement. 1.1.2.7. "Manufacturer'is a firm that operates or maintains a factory or establishment that produces,on the premises, the materials,supplies,articles,or equipment required under the Contract and of the general character described by the specifications." 1.1.2.8. "Race-conscious"means a measure or program that is focused specifically on assisting only DBEs,including women-owned businesses. i . 1.1.2.9. "Race-neutral DBE Participation"means any participation by a DBE through customary competitive procurement procedures. 1.1.2.10. "Regular Dealer"is a firm that owns,operates,or maintains a store,warehouse,or other establishment in which the.materials,supplies,articles or equipment of the general character described by the specifications and required under the Contract are bought,kept in stock,and regularly sold or leased to the public in the usual course of business.To be a regular dealer,the firm must be an established,regular business that engages in,as its principal business and under its own name,the purchase and sale or lease of the products in question. . A regular dealer in such bulk items as steel,cement,gravel,stone,and petroleum products need not keep such products in stock if it owns and operates distribution equipment for the products.Any supplementing of regular dealers own distribution equipment shall be by a long-term lease agreement and not on an ad hoc or contract-by-contract basis.Brokers,packagers,manufacturers'representatives,or other persons who arrange or expedite transactions shall not be regarded as a regular dealer. 1.1.2.11. "Texas Unified Certification Program"or"TUCP"provides one-stop shopping to applicants for certification, such that applicants are required to apply only once for a DBE certification that will be honored by all recipients of federal funds in the state.The TUCP by Memorandum of Agreement established six.member entities to serve as certifying agents for Texas in specified regions. 1.1.3. Contractor's Responsibilities.These requirements must be satisfied by the Contractor. 1.1.3.1. After conditional award,of the Contract,the Contractor shall submit a completed Form SMS.4901 "DBE Commitment Agreement",From SMS 4901-T"DBE Trucking Commitment Agreement',or Form SMS.4901- MS"DBE Material&Supplier Commitment Agreement"for each DBE he/she intends to use to satisfy the DBE goal or a good faith effort to explain why the goal could not be reached.Provide these forms to the Owner so as to arrive not later than 5:00 p.m.on the 10th business day,excluding national holidays,after the conditional award of the Contract.When requested,additional time,not to exceed 7 business days, excluding national holidays,may be granted based on documentation submitted by the Contractor. 1.1.3.2. DBE prime Contractors may receive credit toward the DBE goal for work performed by his/her own forces and work subcontracted to DBEs.A DBE prime must make a good faith effort to meet the goals.In the event a DBE prime,subcontracts to a non-DBE,that information must be reported on Form SMS.4902. 3-2016 . . . . 00850-T-26 of 57 173 1.1.3.3. A Contractor who cannot meet the Contract goal,in whole or in part,shall make adequate good faith efforts to obtain DBE participation as so stated and defined in 49 CFR Part 26,Appendix A.The following is a list of the types of action that may be considered as good faith efforts.It is not intended to be a mandatory checklist,nor is it intended to be exclusive or exhaustive.Other factors or types of efforts may be relevant in appropriate cases. • Soliciting through all reasonable and available means(e.g.attendance at prebid meetings,advertising, and/or written notices)the interest of all certified DBEs who have the capability to perform the work of the Contract.The.solicitation must be done within sufficient time to allow the DBEs to respond to it. Appropriate steps must be taken to follow up initial solicitations to determine,with certainty,if the DBEs are interested. • Selecting portions of the work to be performed by DBEs in order to increase the likelihood that the DBE goals will be achieved.This includes,where appropriate,breaking out Contract work items into economically feasible units to facilitate DBE participation,even when the Contractor might otherwise prefer to perform the work items with its own forces. • Providing interested DBEs with adequate information about the plans,specifications,and requirements of the Contract in a timely manner to assist them in responding to a solicitation. • Negotiating in good faith with interested DBEs to make a portion of the work available to DBE subcontractors and suppliers and select those portions of the work or material needs consistent with the available DBE subcontractors and suppliers,so as to facilitate DBE participation. Evidence of such negotiations includes the names,addresses,and telephone numbers of DBEs that were considered;a description of the information provided regarding the plans and specifications for the work selected for subcontracting;and evidence as to why additional agreements could not be reached for DBEs to perform the work. ▪ A Bidder using good business judgment would consider a number of factors in negotiating with subcontractors,including DBE subcontractors,and would take a firm price and capabilities as well as Contract goals into consideration. However,the fact that there may be some additional cost involved in finding and using DBEs is not in itself sufficient reason for a bidders failure to meet the Contract DBE goal as long as such cost are reasonable.Also,the ability or desire of the Contractor to perform the work of the Contract with its own organization does not relieve the Bidder of the responsibility to make good faith effort.Contractors are not,however,required to accept higher quotes from DBEs if the price difference is excessive or unreasonable. ■ Not rejecting DBEs as being unqualified without sound reasons based on a thorough investigation of their capabilities.The Contractor's standing within its industry,membership in specific groups, organizations,or associations and political or social affiliations(for example union vs.non-union employee status)are not legitimate cause for the rejection or non-solicitation of bids and the Contractors efforts to meet the project goal. • Making efforts to assist interested DBEs in obtaining bonding,lines of credit,or insurance as required by the recipient or Contractor. • Making efforts to assist interested DBEs in obtaining necessary equipment,supplies,materials,or related assistance or services. • Effectively using the services of available minority/women community organizations;minority/women Contractors'groups;local,state,and Federal minority/women business assistance offices;and other organizations as allowed on a case-by-case basis to provide assistance in the recruitment and placement of DBEs. J • If the Owner determines that the Contractor has failed to meet the good faith effort requirements,the Contractor will be given an opportunity for reconsideration by the Owner. 1.1.3.4. Should the bidder to whom the Contract is conditionally awarded refuse,neglect or fail to meet the DBE goal or comply with good faith effort requirements,the proposal guarantyy filed with the bid shall become the property of the Owner,not as a penalty,but as liquidated damages to the Owner. 3-2016 00850-T-27 of 57 • 174 • 1.1.3.5. The preceding information shall be submitted directly to the Owner. 1.1.3.6. The Contractor shall not terminate for convenience a DBE subcontractor named in the commitment submitted under Section 1.A.3.a,of this Special Provision.Before terminating or removing a DBE subcontractor named in the commitment,the Contractor must have a written consent of the Owner. 1.1.3.7. The Contractor shall also make a good faith effort to replace a DBE subcontractor that is unable to perform successfully with another DBE,to the extent needed to meet the Contract goal.The Contractor shall submit a completed Form 4901"DBE Commitment Agreement",From SMS 4901-T"DBE Trucking Commitment Agreement",or Form SMS.4901-MS"DBE Material&Supplier Commitment Agreement"for the substitute DBE firm(s).Any substitution of DBEs shall be subject to approval by the Owner.Before approving the substitution,the Owner will request a statement from the DBE concerning it being replaced. 1.1.3.8. The Contractor shall designate a DBE liaison officer who will administer the Contractor's DBE program and who will be responsible for maintenance of records of efforts and contacts made to subcontract with DBEs. 1.1.3.9. Contractors are encouraged to investigate the services offered by banks owned and controlled by disadvantaged individuals and to make use of these banks where feasible. 1.1.4. Eligibility of DBEs: 1.1.4.1. The member entities of the TUCP certify the eligibility of DBEs and DBE joint ventures to perform DBE subcontract work on DOT financially assisted Contracts. 1.1.4.2. The Department maintains the Texas Unified Certification Program DBE Directory containing the names,of firms that have been certified to be eligible to participate as DBE's on DOT financially assisted Contracts.An update of the Directory can be found on the Internet at http:nwww.txdot.gov/apps-cgitucpidefault.htm. 1.1.4.3. Only DBE firms certified at the time commitments are submitted are eligible to be used in the information furnished by the Contractor as required under Section 1.A.3.a.and 3.g.above.For purposes of the DBE goal on this project,DBEs will only be allowed to perform work in the categories of work for which they are certified. 1.1.4.4. Only DBE firms certified at the time of execution of a Contract/subcontract/purchase order,are eligible for DBE goal participation. 1.1.5. Determination of DBE.Participation.When a DBE participates in a Contract,only the values of the work actually performed by the DBE,as referenced below,shall be counted by the prime Contractor toward DBE goals: 1.1.5.1. The total amount paid to the DBE for work performed with his/her own forces is counted toward the DBE goal.When a DBE subcontracts part of the work of its Contract to another firm,the value of the subcontracted work maybe counted toward DBE goals only if the subcontractor is itself a DBE.Work that a DBE subcontracts to a non-DBE firm does not count toward DBE goals. 1.1.5.2. A Contractor may count toward its DBE goal a portion of the total value of the Contract amount paid to.a DBE joint venture equal to the distinct,clearly defined portion of the work of the Contract performed by the DBE. 1.1.5.2.1. A Contractor may count toward its DBE goal only expenditures to DBEs that perform a commercially useful function(CUF)in the work of a Contract or purchase order.A DBE is considered to perform a CUF when it is • responsible for execution of the work of the Contract and is carrying out its responsibilities by actually performing,managing,and supervising the work involved.To perform a CUF,the DBE must also be responsible,with respect to materials and supplies used on the Contract,for negotiating price,determining quality and quantity,ordering the material,and installing(where applicable)and paying for the material itself. 3-2016. 00850-T-28 of 57 175 In accordance with 49 CFR Part 26,Appendix A,guidance concerning Good Faith Efforts,Contractors may make efforts to assist interested DBEs in obtaining necessary equipment,supplies,materials,or related assistance or services.Contractors may not however,negotiate the price of materials or supplies used on the Contract by the DBE,nor may they determine quality and quantity,order the materials themselves,nor install the materials(where applicable),or pay for the material themselves.Contractors however,may share the quotations they receive from the material supplier with the DBE firm,so that the DBE firm may negotiate a reasonable price with the material supplier. In all cases,prime or other non-DBE subcontractor assistance will not be credited toward the DBE goal. 1.1.5.2.2. A DBE does not perform a CUF if its role is limited to that of an extra participant in a transaction,Contract,or • project through which funds are passed in order to obtain the appearance of DBE participation. Consistent with industry practices and the DOT/Department's DBE program,a DBE subcontractor may enter into second-tier subcontracts,amounting up to 70%of their Contract.Work subcontracted to a non-DBE does not count towards DBE goals. If a DBE does not perform or exercise responsibility for at least 30%of the total cost of its Contract with its own work force,or the DBE.subcontracts a greater portion of the work of a Contract than would be expected on the basis of normal industry practice for the type of work involved,it will be presumed that the DBE is not performing a CUF 1.1.5.2.3. A DBE trucking firm(including an owner operator who is certified as a DBE is considered to be performing a CUF when the DBE is responsible for the management and supervision of the entire trucking operation on a particular Contract and the DBE itself owns and operates at least 1 fully licensed,insured,and operational truck used on the Contract. 1.1.5.2.3.1. The-Contractor receives credit for the total value of the transportation services the DBE provides on a Contract using trucks it owns,insures,and operates,using drivers it employs. - 1.1.5.2.3.2. The DBE may lease trucks from another DBE firm,including an owner operator who is certified as a DBE. The DBE who leases trucks from another DBE receives credit for the total value of the transportation services the lessee DBE provides on the Contract. 1.1.5.2.3.3. The DBE may also lease trucks from a non-DBE firm,including from an owner-operator.The DBE who leases trucks from a non-DBE is entitled to credit for the total value of transportation services provided by non-DBE lessees not to exceed the value of transportation services provided by the DBE-owned trucks on the Contract.Additional participation by non-DBE lessees receive credit only for the fee or commission it receives as result of the lease arrangement 1.1.5.2.3.4. A lease must indicate that the DBE has exclusive use of and control over the trucks giving the DBE absolute priority for use of the leased trucks.Leased trucks must display the name and identification number of the DBE. 1.1.5.2.4. When a DBE is presumed not to be performing a CUF the DBE may present evidence to rebut this presumption. 1.1.5.2.5. Project materials or supplies acquired from an affiliate of the prime Contractor can not directly or indirectly (2nd or lower tier subcontractor)be used for DBE goal.credit. 1.1.5.3. A Contractor may count toward its DBE goals expenditures for materials and supplies obtained from a DBE manufacturer,provided that the DBE assumes the actual and contractual responsibility for the materials and supplies.Count expenditures with DBEs for materials or supplies toward DBE goals as provided in the following: 1.1.5.3.1. • If the materials or supplies are obtained from a DBE manufacturer,count 100%of the cost of the materials or supplies toward DBE goals.(Definition of a DBE manufacturer found at 1A.c.(1)of this provision.) 3-2016 00850-T-29 of 57 116 For purposes of this Section(1.A.c.(1)),a manufacturer is a firm that operates or maintains a factory or establishment that produces,on the premises,the materials,supplies,articles,or equipment required under the Contract and of the general character described by the specifications. 1.1.5.3.2. If the materials or supplies are purchased from a DBE regular dealer,count 60%of the cost of the materials or supplies toward DBE goals. For purposes of this Section(1.A.5.c.(2)),a regular dealer is a firm that owns,operates,or maintains a store, warehouse,or other establishment in which the materials,supplies,articles or equipment of the general character described by the specifications and required under the Contract are bought,kept in stock,and regularly sold or leased to the public in the usual course of business: 1.1.5.3.2.1. To be a regular dealer,the firm must be an established,regular business that engages,as its principal business and under its own name,in the purchase and sale or lease of the products in question. 1.1.5.3.2.2. A person may be a regular dealer in such bulk items as petroleum products,steel,cement,gravel,stone or asphalt without owning,operating,or maintaining a place of business as provided in the first paragraph under Section 1.A.5.c.(2),if the person both owns and operates distribution equipment for the products.Any supplementing of regular dealers'own distribution equipment shall be by along-term:lease agreement and not on an ad hoc or contract-by-contract basis. 1.1.5.3.2.3. Packagers,brokers,manufacturers'representatives,or other persons who arrange or expedite transactions are not regular dealers within the meaning of Section 1.A.5.c.(2). 1.1.5.3.3. With respect to materials or supplies purchased from DBE which is neither a manufacturer nor a regular dealer,count the entire amount of fees or commissions charged for assistance in the procurement of the materials and supplies,or fees or transportation charges for the delivery of'materials or supplies required on a job site,toward DBE goals,provided you determine the fees to be reasonable and not excessive as compared with fees customarily allowed for similar services. Do not count any portion of the cost of the materials and supplies themselves toward DBE goals. 1.1.5.3.4. Count the entire amount of fees or commissions charged by a DBE firm for providing a bona fide service, such as professional,technical,consultant or managerial services,or for providing bonds or insurance specifically required for the performance of a DOT-assisted Contract,toward DBE goals,provided you determine the fee to be reasonable and not excessive as compared with fees customarily allowed for similar services. 1.1.5.4. If the Contractor chooses to assist a DBE firm,other than a manufacturing material supplier or regular dealer, and the DBE firm accepts the assistance,the Contractor may act solely as a guarantor by use of a two-party check for payment of materials to be used on the project by the DBE.The material supplier must invoice the DBE who will present the invoice to the Contractor.The Contractor may issue a joint check to the DBE and the material supplier and the DBE firm must issue the remittance to the material supplier.No funds shall go directly from the Contractor to.the material supplier.The DBE firm may accept or reject this joint checking arrangement. The Contractor must obtain approval from the Owner before implementing the use of joint check arrangements with the DBE.Submit to the Owner,Joint Check Approval Form 2178 for requesting approval. Provide copies of cancelled joint checks upon request.No DBE goal credit will be allowed for the cost of DBE materials that are paid by the Contractor directly to the material supplier. 1.1.5.5. No DBE goal credit will be allowed for supplies and equipment the DBE subcontractor leases from the Contractor or its affiliates. 1.1.5.6. No DBE goal credit will be allowed for the period of time determined by the Owner that the DBE was not performing a CUF.The denial period,of time may occur before or after a determination has been made by the Owner.In case of the denial of credit for non-performance of a CUF of a DBE,the Contractor will be 3-2016 00850-T-.30 of 57 177 required to provide a substitute DBE to meet the Contract goal or provide an adequate good faith effort when applicable. 1.1.6. Records and Reports. 1.1.6.1. The Contractor shall submit monthly reports,after work begins,on DBE payments to meet the DBE goal and for DBE or HUB race-neutral participation.Report payments made to non-DBE HUBs.The monthly report is to be sent to the Owner.These reports will be due within 15 days after the end of a calendar month.These reports will be required until all DBE subcontracting or material supply activity is completed.Form SMS.4903, "DBE Progress Report,"is to be used for monthly reporting.Form.SMS.4904,"DBE Final Report,"is to be used as a final summary of DBE payments submitted upon completion of the project. The original final report must be submitted to the Owner.These forms may be obtained from the Owner or may be reproduced by the Contractor.The Owner may verify the amounts being reported as paid to DBEs by requesting copies of cancelled checks paid to DBEs on a random basis.Cancelled checks and invoices should.reference the Owner's project number. 1.1.6.2. DBE subcontractors and/or material suppliers should be identified on the monthly report by Vendor Number, name,and the amount of actual payment made to each during the monthly period.Negative reports are required when no activity has occurred in a monthly period. 1.1.6.3. All such records must be retained for a period of 3 years following completion of the Contract work,and shall be available at reasonable times and places for inspection by authorized representatives of the Owner,the Department or the DOT. Provide copies of subcontracts or agreements and other documentation upon request. 1.1.6.4. Before receiving final payment,the Contractor shall submit Form SMS.4904,"DBE Final Report".If the DBE goal requirement is not met,documentation supporting Good Faith Efforts,as outlined in Section 1.A.3.c of . • this Special Provision,must be submitted with the"DBE Final Report." 1.1.6.5. Provide a certification of prompt payment in accordance with the Owner's prompt payment procedure to certify that all subcontractors and suppliers were paid from the previous months payments and retainage was released for those whose work is complete.Submit the completed form each month and the month following the month when final acceptance occurred at the end of the project. 1.1.7. Compliance of Contractor.To ensure that DBE requirements of this DOT assisted Contract are complied with,the Ownert will monitor the Contractor's efforts to involve DBEs during the performance of this Contract. This will be accomplished by a review of monthly reports submitted to the Owner by the Contractor indicating his progress in achieving the DBE Contract goal,and by compliance reviews conducted on the project site by the Owner. The Contractor shall receive credit toward the DBE goal based on actual payments to the DBE subcontractor.The Contractor shall notify the Owner if he/she withholds or reduces payment to any DBE subcontractor.The Contractor shall submit an affidavit detailing the DBE subcontract payments before receiving final payment for the Contract. Contractors'requests for substitutions of DBE subcontractors shall be accompanied by a detailed explanation which should substantiate the need for a substitution.The Contractor may not be allowed to count work on those items being substituted toward the DBE goal before approval of the substitution from the Owner. The prime Contractor is prohibited from providing work crews and equipment to DBEs.DBE Goal credit for the DBE subcontractors leasing of equipment or purchasing of supplies from the prime Contractor or its affiliates is not allowed. When a DBE subcontractor named in the commitment under Section 1.A.3.a.of this Special Provision,is terminated or fails to complete its work on the Contract for any reason,the prime Contractor is required to 3-2016 00850-T-31 of 57 178. make good faith efforts to find another DBE subcontractor to substitute for the original DBE.These good faith efforts shall be directed at finding another DBE to perform at least the same amount of work under the Contract as the DBE that was terminated,to the extent needed to meet the Contract goal. A Contractor's failure to comply with the requirements of this Special Provision shall constitute a material breach of this Contract.In such a case,the Owner reserves the right to terminate the Contract;to deduct the amount of DBE goal not accomplished by DBEs from the money due or to become due the Contractor,or to secure a refund,not as a penalty but as liquidated damages to the Owner or such other remedy or remedies as the Owner deems appropriate. Forward Form 2371,"DBE Trucking Credit Worksheet,"completed by the DBE trucker every month DBE credit is used. 1.2. Article B.Race-Neutral Disadvantaged Business Enterprise Participation. It is the policy of the DOT that Disadvantaged Business Enterprises(DBE)as defined in 49 CFR Part 26 Subpart A,be given the opportunity to compete fairly for Contracts and subcontracts financed in whole or in part with Federal funds. . and that a maximum feasible portion of the Department's overall DBE goal be met using race-neutral means. Consequently,if there is no DBE goal,the DBE requirements of 49 CFR Part 26,apply to this Contract as follows: The Contractor will offer DBEs as defined in 49 CFR Part 26,Subpart A,the opportunity to compete fairly for Contracts and subcontractors financed in whole or in part with Federal funds.Race-Neutral DBE and non- DBE HUB participation on projects with no DBE goal shall be reported on Form SMS.4903,"DBE or HUB Progress Report"and submitted to the Owner each month and at project completion.Payments to DBEs reported on Form SMS.4903 are subject to the requirements of Section 1.1.5.,"Determination of DBE Participation." • The Contractor,subrecipient or subcontractor shall not discriminate on the basis of race,color,national origin,or sex in the performance of this Contract.The Contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of DOT-assisted Contracts.Failure by the Contractor to carry out these requirements is a material breach of this Contract,which may result in the termination of this Contract or such other remedy as the recipient deems appropriate. • 3-2016 00850-T-32 of 57 179 DISADVANTAGED BUSINESS ENTERPRISE REQUIREMENTS Project: Max Road Widening Highway: Max Road (CR 108) City: City of Pearland County: Brazoria CSJ No.: 0912-31-273 The following goal for disadvantaged business enterprises is established: DBE 7.0% Certification of DBE Goal Attainment By signing the Bid, the Bidder certifies that the'above DBE Goal will be met by obtaining commitments equal to or exceeding the DBE percentage or that the Bidder will provide a good faith effort to substitute the attempt to meet the • goal. Failure to provide commitments to meet the stated goal or provide a satisfactory good faith effort will be considered a breach of the requirements of the Bid. As a result,the Bid guarantee of the Bidder will be property of OWNER and the Bidder will be excluded for rebidding on the project when it is re-advertised. CONTRACTOR By: Name: Title: Phone: • • 3-2016 00850-T-33 of 57 180 Disadvantaged Business Enterprise(DBE)Program Form SMS.4901 (Rev.06/08) Commitment Agreement Form Page 1 of 1 o°ant arnansponstnn This commitment is subject to the award and receipt of a signed contract from the Texas Department of Transportation for the subject project. Project#: County: Contract-CSJ: Items of work to be performed(attach a list of work items if more room is required): Bid Item# Item Description Unit of Measure Unit Price Quantity Total Per Item Total The contractor certifies by signature on this agreement that subcontracts will be executed between the prime contractor and the DBE subcontractors as listed on the agreement form.If a DBE Subcontractor is unable to perform the work as listed on this agreement form, the prime contractor will follow the substitution/replacement approval process as outlined in the Contract DBE Special Provision. IMPORTANT:The signatures of the prime contractor and the DBE, and the total commitment amount must always be on the same page. Prime Contractor: Name/Title(please print): Address: Signature: Phone: Fax: E-mail: Date: DBE: Name/Title(please print): Vendor No.: Address: Signature: Phone: Fax: E-mail: Date: Subcontractor(if the DBE will be a second tier sub): Name/Title(please print): Address: Signature: Phone: Fax: E-mail: Date: The Texas Department of Transportation maintains the information collected through this form. With few exceptions,you are entitled on request to be informed about the information that we collect about you.Under§§552.021 and 552.023 of the Texas Government Code,you also are entitled to receive and review the information.Under§559.004 of the Government Code,you are also entitled to have us correct information about you that is incorrect. To ensure prompt and efficient handling of your project file we are requesting that all commitments to be presented to the Office of Civil Rights,using this basic format. • 3-2016 00850-T-34 of 57 181 ' r ed Disadvantagg Business Enterprise(DBE) Program Form SMS.4901-M/S P (Rev.1o/Os) Material & Supplier Commitment Agreement Form Page 1 of 1 rtamortatIon This commitment is subject to the award and receipt of a signed contract from the Texas Department of Transportation for the subject project. Project#: County: Contract-CSJ: Items of material to be supplied(attach a list if more room is required): Bid Item Item Description Unit of Unit Price Quantity Total Per Item # Measure $ $ $ $ $ $ Total Commitment Amount(including attachments): $ (Manufacturer Goal Credit=100%) 1.Is the material to be supplied,modified,blended, 1. quarried or fabricated by the DBE?If Yes,please explain in detail. If you answered Yes to Question 1 above,you do not need to answer questions 2-4 (Regular Dealer Goal credit=60%) • 2.Where is the DBE material supplier getting the 2. materials? 3.Where does the DBE material supplier store or 3. warehouse the material before it is delivered to the project site? 4.Whose equipment will be used to deliver the DBE's 4. material to the project site?Explain in detail any arrangements the DBE has with other distributors, hauling firms and freight companies. IMPORTANT!The signatures of the prime contractor DBE, and the total commitment amount must always be on the same page. Prime Contractor: Name/Title(please print): Address: Signature: Phone: Fax: E-mail:: Date: DBE: Name/Title(please print): Vendor No.: Address: , Signature: Phone: Fax: E-mail: Date: Subcontractor(if the DBE will be a second tier sub) Name/Title(please print): Address: Signature: Phone: Fax: E-mail:' Date: The Texas Department of Transportation maintains the information collected through this form.With few exceptions,you are entitled on request,to be informed about the information that is collected about you.Under§552.021 and 552.023 of the Texas Government code,you also are entitled to receive and review the information.Under§559.004 of the Government Code,you are also entitled to have us correct information about you that is incorrect. To ensure prompt and efficient handling of your project file we are requesting that all commitments be presented to the Office of Civil Rights using this basic format. 3-2016 00850-T-35 of 57 182 Disadvantaged Business Enterprise(DBE) Program Foy zzze Substitution Request Form Page 1 of I Oepartnwd o/TMuportdton Project#: County: Contract-CSJ: Request Date: Prime Contractor: Date Prime determined DBE unwilling,unable or ineligible: List Previous Approved Subcontractor: 0 Proposed Subcontractor: Bid Item Work Description Dollar Amount Remaining Bid Item Work Description Dollar Completed Dollar Amount Amount Total$ Total$ Will termination result in a goal shortfall? El Yes El No If so,how much? Projected date Proposed Subcontractor will commence work? Reason(s)for Substitution Check Appropriate Block ❑The listed DBE is no longer in business. ❑The listed DBE requested removal. ❑The listed DBE failed or refused to perform the ❑Other issues not listed: contract or furnish the listed materials. ❑The work performed by the listed DBE was unsatisfactory and was not in accordance with the scheduled plans and specifications. Provide copy(s) of:Letter to terminate,DBE termination agreement statement or if applicable,DBE letter of voluntary removal request. • Contractor�Signature .,r Date 1!.sab�_ ... .. ,..... t-. �: :,..:., . „....... '_ I y r. �, L nY }.i §".'F, pun ,-• _T ti ,;EApproved ❑Reiected Beason`` � 4 S DistrictDBE VCoord atorxtSignature Date Use TxDOT Form 2184 if good faith effort is applicable. 3-2016 00850-T-36 of 57 ' 183 COMMERCIALLY USEFUL FUNCTION(CUF) Foy PROJECT SITE REVIEW (Pag. Zts2 1 o12 Page 1 of 2 (CONSTRUCTION PROJECTS) ofTYanwvnit7on Per 49 CFR 26.55,'A DBE performs a commercially useful function when it Is responsible for execution of the work of the contract and is carrying out its responsibilities by actually performing,managing,and supervising the work involved... A DBE does not perform a CUF if its role is limited to that of an extra participant in a transaction,contract,or project through which funds are passed In order to obtain the appearance of DBE participation..." This form is for the purposes of reviewing DBEs for compliance with the CUF requirements for credit. District field staff will perform CUF reviews on DBE subcontractors and Material Suppliers. Perform a minimum of one review for each DBE for each project with DBE goal. The review should be conducted when the DBE first begins work. Monitor compliance through the course of the project. Project ID/CSJ: TOOT Reviewer: County: Reviewer's Title: Prime Contractor: Review Date: DBE Name: DBE is performing as: the Prime Contractor a Subcontractor El an other Tier Subcontractor❑ or Material Supplier: Manufacturer El Regular Dealer❑ Broker❑ Provide a brief description of the DBE's scope of work.(Obtain copy of Subcontract Agreement and/or Purchase Order if needed.) COMMENSURATE YES NO Is Payment received by the DBE commensurate with the work being performed?. ❑ ❑ PERFORMING Does the DBE have employees on the job to perform the work? 0 ❑ Does the DBE's employees only work for the DBE? ❑ ❑ Is the DBE working without assistance from the prime contractor or another subcontractor? ❑ , ❑ (Use of prime's equipment in an emergency is allowed but the cost associated with the use of the equipment cannot be credited towards the goal.) Is the DBE only using equipment it owns,rents,or leases? ❑ ❑ (Attach equipment list and all ownership documents and rentaUlease agreements.) Is the DBE performing at least 30%of their work? I 0 ❑ HAULING FIRMS Does the DBE hauling firm own or lease their trucks?(if so,obtain verification of ownership or lease documents in ❑ ❑ the name of the DBE.) Does the DBE employ drivers for trucks owned by the company?(If leased trucks include operators,this should 0 0 be Indicated in the agreement.) Does a review of the haul tickets associated with the project Indicate that hauling is being performed by 0 0 the DBE? MATERIALS Does the DBE's name appear on all invoices,haul tickets,and/or bills of lading? ❑ ❑ If joint checks are used, has the District DBE Coordinator approved?(Obtain appropriate copies of TxDOT Joint ❑ 0 Check Approval-Form 2178.) Are joint checks signed by the DBE?(Obtain canceled check copies.) ❑ 0 SUPERVISING Is the DBE supervising its employees and their work? ❑ ❑ Is the supervisor a full-time employee of the DBE? 0 CUF Does the DBE appear to be performing a Commercially Useful Function.(CUF)?(If no,provide comments.) ❑ ❑ If DBE is not performing a CUF,contact the OCR at 1-866.480-2518. COMMENTS 3-2016 00850-T-37 of 57 184 DBE Trucking Credit Worksheet Form2371 (04/10) For Month of(Month/Year): Page 1 of 1 N O1 Project: County: Prime Contractor: - Contract CSJ: District: DBE Hauling Firm: Amt Paid Amt Paid Name of DBE Hauling Firm to DBEs for Work Total Amt Paid to to License Plate# Unit# or performed DBEs to Date Non-DBE - For TxDOT use Only DBE Truck Owner/Operator this Month Haulers I hereby certify that the above is a true and correct statement of the amounts paid to the DBE trucking firms listed above. Signature: Date: DBE Company Official 00 The DBE firm must send the report to the prime contractor in a timely manner. The prime contractor must then submit this form with the DBE Monthly Progress Report(MPR). The Texas Department of Transportation maintains the information collected through this form.With few exceptions,you are entitled on request to be informed about the information that we collect oo ,_, 0 about you.Under Sections 552.021 and 552.023 of the Government Code,you also are entitled to receive and review this information.Under Section 559.004 of the Government Code,you are also 00 u, entitled to have us correct information about you that is incorrect. Prime Contractor Form2184 (Rev.05/08) T.nP DBE Good Faith Effort Pagelof2 AptoforfNon County: CSJ#: •Company Name: Company Contact: Address: Phone: Fax: E-mail: The following is a list of the types of actions that may be considered as good faith efforts.It is not intended to be a mandatory checklist, nor is it intended to be exclusive or exhaustive. Other factors or types of efforts may be relevant in appropriate cases, however please check all that apply in this instance. Please provide documentation for ALL instances selected. Selected portions Of work to be performed by DBEs and where appropriate,broke down contracts into economically feasible units to facilitate DBE participation. ❑ Provided interested.DBE with adequate information about plans,specifications,and requirements of the contract. Negotiated In good faith with interested DBE, not rejecting DBEs as unqualified without sound reasons based on a ❑ thorough investigation of their capabilities. Made efforts to assist interested DBEs in obtaining bonding, lines of credit, or insurance required by TxDOT or ❑ Contractor. Made efforts to assist interested DBEs in obtaining necessary equipment, supplies, materials, or related assistance ❑ or services. ❑ Advertised subcontracting opportunities in appropriate media. ri Used the services of minority organizations, minority contractors' groups, local state and federal minority business assistance offices and other organizations that provide assistance identifying subcontractors. LI Provided written notice to DBEs in sufficient time to allow the DBE to respond. (provide documentation on Pg.2) ❑ Followed up initial solicitation of interest by contacting DBE to determine interest. (provide documentation Pg.2) • Describe any other efforts not covered above that may indicate affirmative action to obtain DBE participation on this project and provide documentation. 3-2016 00850-T-39 of 57 186 Form 2184 (Rev.05/08) Page 2 of 2 If the dollar value of the goal for DBE participation in this project has not been met,the Contractor is required to complete the following questions to describe efforts to obtain DBE participation. Copies of correspondence, return receipts, telephone logs, or other documentation will be required to support good faith efforts. Please provide information for each DBE. County: CSJ#: Company Name: Indicate Specific Work or Materials(by pay item): Date Contacted: Fax: Contact Method(check all that apply): ❑ Phone ❑ Fax ❑ Mail ❑ E-mail DBE Response ❑ No Response ❑ Submitted an acceptable sub-bid 0 Not interested:Indicate Reason(s) ❑ Needs more information: Date Prime provided requested information ❑ Will provide quote by: Date ❑ Received unacceptable sub-bid Bid Amount$ Type of Work Date: Method: ❑ Phone 0 Fax 0 Mail ❑ E-mail Please attach bid solicitations and all bid responses 3-2016 00850-T-40 of 57 187 • Texas Department of Transportation FormSMS.4903 (Rev.07/08) ArPartmialnemeederem DBE Monthly Progress Report Pagel of Project: Contract CSJ: County: District: Letting Date: For Month of(Mo./Yr.): Contractor: Contract Amount: DBE Goal: % DBE Goal Dollars: ••DBE - -•-$Amt Paid t' ..,1 $'Amt Paid to Non-DBE , •RC Amt Paid to i Vendor Name of DBE or for Work 2nd DBEs to Date Fo_r,TXDOT°;I Number SublSupplier Performed Tler Subs -� useOn 7 RN this Period and Haulers QC) m * Race Conscious or Race Neutral. ** Goal/commitment progress report amount and/or race-neutral amount. fPounot"ufitract non-DBE second-tier subcontractors and haulers from this column. *** Report amount of payment DBE subcontractors paid to non-DBE subcontractors/haulers. If using a non-DBE hauling firm that leases from DBE truck owner-operators,payments made to each owner- operator must be reported separately. Any changes to the DBE commitments approved by the department must be reported to the area engineer. Submission of this report for periods of negative DBE activity is required.This report is required until all DBE subcontracting or material supply activity Is completed. I hereby certify that the above is a true and correct statement of the amounts paid to the DBE firms listed above. Signature: Date: Company Official This report must be sent to the area engineer's office within 15 days following the end of the calendar month. The Texas Department of Transportation maintains the information collected through this form.With few exceptions,you are entitled on request to be informed about the Information that is collected about you.Under§§552:021 and 552.023 of the Texas Government Code,you also are entitled to receive and review the information:Under§559.004 of the Government Code,you are also entitled to have us correct information about you that is incorrect. 3-2016 00850-T-41 of 57 188 Prompt Payment Certification Form2ln P Y giev.05/t u Federal-Aid Projects and Page t of i Projects with SBE Goals In accordance with the requirements of the DBE/SBE special provision and the prompt payment clause under Article 9.6.B•and related special provisions,submit this certification form to the Engineer prior to the end of the month following the month payments were received from the department and the month following the month when final acceptance occurred, at the end of the project. (Final submission may be made prior to final acceptance if all subcontractor work and supplier material furnished for the project is complete and the subcontractors and suppliers final payments have been made in full.)The Engineer may withhold payments or suspend work for failure to submit this form or provide prompt payment in accordance with the contract.This certification is applicable to materials the Contractor purchases to remain as part of the final project and to first tier subcontractors on the project and associated project specific locations. (Subcontractors and suppliers are to comply with the prompt payment requirements.) Certification "I certify that to the best of my knowledge and with the exception of those subcontractors or suppliers listed below, all subcontractors and suppliers have been paid in accordance with the contract(10 days after receiving payment for the work performed by the subcontractor)and that any retainage held on a subcontractor or supplier's work has been released within 10 days after satisfactory completion of all of the subcontractors'or suppliers'work" • Project Number: CCSJ: Estimate Period: or Month Year Final Subcontractor and Supplier Payment Date Signature Title Date Printed Name: The following firms have not been paid for reasons listed: Firm *Reason for Non-Payment *Only reasons based on dispute on subcontractor or supplier noncompliance may be accepted. This certification is for the department's information only and does not place any obligations on the part of the department with regard to any part,Including but not limited to,any subcontractor.and Contractor's surety. The Texas Department of Transportation maintains the Information collected through this form.With few exceptions,you are entitled on request to be Informed about the Information that we collect about you.Under Sections 552.021 and 552.023 of the Government Code,you also are entitled to receive and review this Information. Under Section 559.004 of the Government Code,you are also entitled to have us correct InfomiatIon about you that Is Incorrect. • 3-2016 00850-T-42 of 57 189 DBE Prime Contractor Payments Form5Ms.4902 (Rev.05/08) e to Non-DBE Subcontractors Page 7ofl ird o,J Project: Contract CSJ: County: District: Letting Date: For Month of(Mo./Yr.): Contractor: Contract Amount: Name of Non-DBE Subcontractor $Amount Paid This Total$Amount Paid to Period Date • • Send this report to the District DBE Coordinator.Report is due within 15 days following the end of each calendar month. Signature: Date: Company Official The Texas Department of Transportation maintains the information collected through,this form.With few exceptions,you are entitled on request to be informed about the information that is collected about you.Under§§552.021 and 552.023 of the Texas Government Code,you also are entitled to receive and review the information.Under§559.004 of the Government Code,you are also entitled to have us correct information about you that is incorrect. 3-2016 00850-T-43 of 57 190 • DBE Final Report F0`('ev.09/10) Page 1 of 1 Thou The DBE final report form should be filled out by the contractor and submitted to the appropriate district office upon completion of the project. One copy of the report must be submitted to the area engineer's office. The report should reflect all DBE activity on the project. The report will aid in expediting the final estimate for payment. If the DBE goal requirements were not met, documentation supporting good faith efforts must be submitted. Project: Contract CSJ: County: Control Project: Letting Date: DBE Goal: Contractor: Contract Amount: For Vendor Name of DBE RC DBE Goal—Total Amount Paid to Non-DBE TxDOT Number Sub/Supplier or Amount Paid to Date!. 2nd Tier Subs&Haulers Use,Only. * Race-Conscious or Race-Neutral. t Goal/commitment progress report amount and/or race-neutral amount. Do not subtract non-DBE second-tier subcontractors and haulers from this column. DBE subcontractors paid to non-DBE subcontractors/haulers. Was there a project under-run caused by a TxDOT change,order that impacted DBE Goal attainment? Yes ❑No Change Order Number • This is to certify that %of the work was completed by Disadvantaged Business Enterprises as stated above. By Per: Name of General Contractor Contractor's Signature Subscribed and sworn to before me,this day of ,A.D. Notary Public County My commission expires: The Texas Department of Transportation maintains the information collected through this form.With few exceptions,you are entitled on request, to be informed about the information that is collected about you.Under§§552.021 and 552.023 of the Texas Government Code,you also are entitled to receive and review the information.Under§559.004 of the Government Code,you are also entitled to have us correct information about you that is incorrect. 3-2016 00850-T-44 of 57 191 Equipment Rental Rates General Federal regulations address participation in equipment owned or rented by the contractor and used in force account work. Specified cost accounting principles must be used to develop the rates. Ineligible costs included use of contingencies, replacement cost escalator factors, and premium rental rates for rental periods less than one month. Federal policy requires that actual costs be,used to determine extra work payments; however, actual equipment costs are usually not readily available. Therefore, the FHWA permits an LG to specify the acceptable rate guides in construction contracts. The'LG may also include any equipment rate schedules developed in conformance with the Federal cost principles and the FHWA policy. The Federal cost principles applicable to rental rates for contractor furnished equipment are contained in 48 CFR, Part 31.The provisions in 2 CFR 225 apply when LG-owned equipment is used. Rental Rate Guides: An LG may, subject to TxDOT concurrence, adopt the Blue Book or other industry rate guide,or it may develop its own guide.The LG must make the determination that the equipment rental rates developed or adopted fairly estimate a contractor's actual cost to own and operate the equipment within its jurisdiction. TxDOT must review and approve the LG's rates for compliance with the policy before including the rates in a contract proposal. Adjustment Factors: Equipment is not expected to operate for 12 consecutive months. Maps at the beginning of each Blue Book equipment section indicate adjustment factors based on climate and regional costs. Rate adjustment tables indicate.adjustment factors based on equipment age. The adjustment factors in the maps and tables are to be applied when determining the eligible rate. Maximum Rate: The Blue Book adjusted rates cover all eligible equipment related costs. Therefore, they are considered to be the maximum eligible rates for Federal-aid participation purposes. Hourly Rates:The developer of the Blue Book accumulates all contractor costs for owning a piece of equipment on an hourly basis. The monthly rate displayed in the rental guide is determined by multiplying the accumulated hourly costs by the monthly standard of 176 hours. Therefore, for periods of equipment use less than the standard 176 hours per month, Federal-aid participation shall be limited to the hourly rate obtained by dividing the monthly rate by 176. Premium rates contained in the rate guides shall not be used. Standby Equipment Rates: The contractor continues to incur certain ownership costs when equipment is required to be on standby. The use of a standby rate is appropriate when equipment has been ordered to be available for force account work but is idle for reasons that are not the fault of the contractor.While an industry standard does not exist for standby rates,it has been the normal practice of the courts to reduce published ownership rental guide rates by 50 percent for standby rate usage. Therefore, the FHWA will accept 50 percent of the ownership rental rates of an 3-2016 00850-T-45 of 57 192 approved guide as the standby rate in lieu of a contractor's actual standby costs. There should be no operating costs included in the rate used and standby time should not exceed 8 hours per day, 40 hours per week,or the annual usage hours as established by the rate guide. Mobilization: The costs required to mobilize and demobilize equipment not available on the project are eligible for reimbursement. Standby rates should be used for equipment while being hauled to and from the project. This will be in addition to applicable rates for the hauling equipment. All costs associated with the assembly and disassembly of the equipment for transport should also be considered in the mobilization costs. Overhead:Equipment overhead includes such items as insurance,property taxes,storage,licenses and record keeping. The Blue Book rates include all equipment overhead costs. Therefore, if a contractor proposes to apply project or home office overhead to a Blue Book rate, the LG must assure that it contains no equipment overhead cost factors. TxDOT will determine the reasonableness of such a rate. Profit:There is no provision for equipment rental profit in the Blue Book published rates.Federal regulations do not prohibit the addition of an amount for profit. If an LG has a policy for the payment of profit, it should be followed on Federal-aid contracts. If a profit amount is used, TxDOT will determine reasonableness based on experience. Contractor Leased Equipment:When a contractor obtains equipment through a third party rental agreement for use in a force account situation, the cost will normally be the invoice cost. The invoice cost should be comparable with other rental rates of the area. The Associated Equipment Distributors (AED) Rental Rate and Specifications may be used to evaluate the costs for such equipment rental. Since rental agreements vary, the specific operating costs included in the rental agreement may need to be determined. The contractor may be reimbursed for additional eligible operating costs not covered by the agreement (i.e., fuel, lubrication, field repairs, etc); however, equipment standby time will not be reimbursed. The AED book is not acceptable as a rate guide for contractor owned equipment. The AED rates are based on national averages of rates charged by equipment distributors and do not reflect the contractor's cost of owning and operating the equipment. . 3-2016 00850-T-46 of 57 193 • Certification Regarding Lobbying Certification For Contracts, Grants,Loans,And Cooperative Agreements The undersigned certifies,to the best of his or her knowledge and belief,that: (1) No Federal appropriated funds have been paid or will be paid, by or on behalf of the undersigned,to any person for influencing or attempting to influence an officer or employee of an agency,a Member of Congress,an officer or employee of Congress,or an employee of a Member of Congress in connection with the awarding of any Federal contract,the making of any Federal grant, the making of any Federal loan,the entering into of any cooperative agreement, and the extension, continuation, renewal, amendment, or modification of any Federal contract,grant,loan,or cooperative agreement. (2) If any funds other than Federal appropriated funds have been paid or will be paid to any person for influencing or attempting to influence an officer or employee of any agency,a Member of Congress,an officer or employee of Congress, or an employee of a Member of Congress in connection with this Federal contract,grant,loan,or cooperative agreement,the undersigned shall complete and submit Standard Form-LLL, "Disclosure Form to Report Lobbying,"in accordance with its instructions. (3) The undersigned shall require that the language of this certification be included in the award documents for all subawards at all tiers (including subcontracts, subgrants, and contracts under grants,loans,and cooperative agreements)and that all subrecipients shall certify and disclose accordingly. This certification is a material representation of fact upon which reliance was placed when this transaction was made or entered into.Submission of this certification is a prerequisite for making or entering into this transaction imposed by section 1352,title 31,U.S.Code:Any person who fails to file the required certification shall be subject to a civil penalty of not less than$10,000 and not more • than$100,000 for each such failure. Signature/Authorized Certifying Official Typed Name and Title Applicant/Organization Date Signed 3-2016 00850-T-47 of 57 194 Statement for Loan Guarantees and Loan Insurance The undersigned states,to the best of his or her knowledge and belief,that: If any funds have been paid or will be paid to any person for influencing or attempting to influence an officer or employee of any agency,a Member of Congress,an officer or employee of Congress, or an employee of a Member of Congress in connection with this commitment providing for the United States to insure or guarantee a loan, the undersigned shall complete and submit Standard Form-LLL,"Disclosure Form to Report Lobbying,"in accordance with its instructions.Submission of this statement is a prerequisite for making or entering into this transaction imposed by section 1352,title 31,U.S. Code. Any person who fails to file the required statement shall be subject to a civil penalty of not less than$10,000 and not more than$100,000 for each such failure. Signature/Authorized Certifying Official Typed Name and Title Applicant/Organization Date Signed • 3-2016 00850-T-48 of 57 195 Non-Collusion Statement General The submission of a non-collusion statement protects the integrity of the Federal-aid highway program by serving as a deterrent to bid rigging activities.The certification also becomes evidence in prosecuting cases involving construction contract bid rigging. A non-collusion statement is required from all bidders and is to be submitted as part of the bid proposal package. Failure to submit the required certification will result in the bid being considered as non-responsive and ineligible for award consideration. The LG must include provisions in the bidding proposals that require all bidders to include anon- collusion statement with their bid.The FHWA,in consultation with the U.S.Department of Justice (USDOJ), has concluded that the non-collusion statement may be either an unworn declaration made under penalty of perjury under the laws of the United States, or a sworn affidavit executed and sworn before a person who is authorized to administer oaths by the laws of the State. All non-collusion certifications shall be retained by the LG in accordance with the retention policy of 49 CFR 18.42.These certifications could serve as important evidence in the event that collusion or bid rigging is discovered at a later date. If for any reason, a person feels that fraud has occurred, they should contact the nearest USDOT Office of Inspector General (OIG) office. The OIG maintains a fraud hotline at 1-800-409-9926 or http://oig.state.gov/hotline/.This may be based on a suspicion or'actual evidence of fraud.waste • and abuse in any project funded by FHWA. • 3-2016 00850-T-49 of 57 • 196 AFFIDAVIT THE STATE OF TEXAS OWNER Before me,the undersigned authority,on this day personally appeared who being by me duly sworn upon oath says: that-he is duly qualified and authorized to make this affidavit for and on behalf of ("Contractor"), of and is fully cognizant of the fact herein set out: that Contractor has not,either directly or indirectly,entered into any agreement with OWNER in any collusion:or otherwise taken any action in restraint of free competitive bidding in connection with the contract for the above referenced project. NAME TITLE SWORN TO AND SUBSCRIBED BEFORE ME by the said ,this day of ,20 ,to certify which witness my hand and seal of office. NOTARY PUBLIC in and for State of Printed Name: My Commission Expires • • i I 3-2016 00850-T-50 of 57 197 PAYROLL VERIFICATION INFORMATION 1. Payroll will be verified by a City of Pearland Representative. Certification of payment will be compared with payroll figures upon completion of project. To minimize time in payment of job, the General Contractor can send a certified letter to the effect upon receipt of certification of payment, they will be made available for comparison, and if any discrepancies are found,the necessary adjustments will he made. 2. Submit certified payroll for each week. If no work is being performed, submit a certified payroll weekly stating "No Work Performed this Period". A certified payroll stating"No Work Performed until Further Notice"is not acceptable for this'project. • 3. Number payrolls consecutively starting with#1 for first month worked. • 4. Only one copy of each payroll is required. 5. Include the City of Pearland Contract Purchase Order number and job description on each payroll. 6. Show each employee working on project and his work classification (carpenter, pipe fitter, roofer, etc.). Consult classification and minimum wage schedule in the Prevailing Wage Rate for Engineering Construction in the City of Pearland,in Contract Specifications. • 7. On payroll,indicate if fringe benefits(as shown on the City of Pearland Wage Scale)arepaid to approve plans,funds, or programs; or if they are paid in cash to the employee. (In case of cash payment of fringe benefits,show the base rate+fringe benefits—5.00/6.75.) 8. Show the number of hours worked in each month and/or week. 9. Indicate gross salary,deductions,net salary,and check number issued. 10. Contractor is to submit payroll sheets for each contract he has with the City of Pearland. 11. Show"Final"on last payroll submitted. 12. General Contractor is responsible for sub-contractors submittal of correct payrolls each week. He can only be assured of this by insisting that subcontractor payrolls be submitted to him,not to the City of Pearland. 13. Sub-contractors'payroll to be monitored by prime Contractor in complying to prevailing wage rates. 3-2016 00850-T-51 of 57 198 • Prison Produced Materials General There are limitations on using materials produced by convict labor in a Federal-aid Highway project.Materials produced after July 1, 1991 by convict labor may only be incorporated in a Federal-aid highway construction project if: ♦ Such materials have been produced by convicts who are on parole, supervised release, or probation from a prison; or + Such material has been produced in a qualified prison facility (e.g. prison industry, with the amount produced during any 12-month period)for use in Federal-aid projects, not exceeding the amount produced, for such use, during the 12-month period ending July 1, 1987. Texas does not have a qualified prison facility meeting the requirements of the regulation. 3-2016 00850-T-52 of 57 199 • Railroad Insurance Provision General. Contractors are required to purchase railroad protective liability insurance when work under the contract is located in whole or in part within railroad right-of-way. The insurance is for the benefit of the railroad.The requirement to provide the insurance is located at 23 CFR 646.107. The standards for railroad protective insurance established at 23 CFR 646.109 and 646.111 must be adhered to the extent permitted by the insurance laws of the State. Listed below are the types of coverage required by 23 CFR 646.109: 1. Coverage shall be limited to damage suffered by the railroad on account of occurrences arising out of the,work of the contractor on or about the railroad right-of-way,independent of the railroad's general supervision or control, except as noted in§ 646.109(b)(4). 2. Coverage shall include: a. Death of or bodily injury to passengers of the railroad and employees of the railroad not covered by State workmen's compensation laws; b. Personal property owned by or in the care, custody or control of the railroads; $ c. The contractor, or any of his agents or employees who suffer bodily injury or death as the result of acts of the railroad or its agents,regardless of the negligence of the railroad; d.Negligence of only the following classes of railroad employees: (i) Any supervisory employee of the railroad at the job site; (ii) Any employee of the railroad while operating, attached to, or engaged on, work trains or other railroad equipment at the job site which are assigned exclusively to the contractor;or (iii) ' Any employee of the railroad not within(b)(4) (i)or(ii)who is specifically loaned or assigned to the work of the contractor for prevention of accidents or protection of property, the cost of whose services is borne specifically by the contractor or governmental authority. The amounts of coverage required by 23 CFR 646.111 is as follows: 1. The maximum dollar amounts of coverage to be reimbursed from Federal funds with respect to bodily injury,death and property damage is limited to a combined amount of$2 million per occurrence with an aggregate of$6 million applying separately to each annual period except as provided in paragraph(b)of this section. 3-2016 00850-T-53 of 57 200 2. In cases involving real and demonstrable danger of appreciably higher risks, higher dollar amounts of coverage for which premiums will be reimbursable from Federal funds shall be allowed.These larger amounts will depend on circumstances and shall be written for the individual project in accordance with standard underwriting practices upon approval of TxDOT. { 3-2016 00850-T-54 of 57 201 SBE Monthly Progress Report Form 4 06 (GSD-EPC) ont ,Tares Page 1 of 1 of Transportation Project: Contract CSJ: County: District: Letting Date: For Month of: (Mo./Yr.): Contractor: Contract Amount: SBE Goal: % SBE Goal Dollars - *SBE$Amt.Pd.for Vendor Name of SBE *SBE, DBE, Amt. Pd.to SBE to Number Sub/Supplier HUB, DH Type of Work Work Pert this Date Period • * Include payments to all certified SBEs, DBEs, HUBs and DBE/HUBs. (Code S=SBE; D=DBE; H=HUB; DH=both DBE and HUB.) If using a non-SBE hauling firm that leases from SBE truck owner-operators, payments made to each owner- operator must be reported separately. Any changes to the SBE commitments previously approved by the department must be reported to the area engineer. For projects with assigned SBE Goals, submission of this report for periods of negative SBE activity is required. This report is required until all SBE subcontracting or material supply activity is completed. I hereby certify that the above is a true and correct statement of the amounts paid to the SBE firms listed above. Signature: Date: Company Official This report must be sent to the area engineer's office within 15 days following the end of the calendar month. The Texas Department of Transportation maintains the information collected through this form.With few exceptions,you are entitled on request, to be informed about the information that is collected about you.Under§§552.021 and 552.023 of the Texas Government Code,you also are entitled to receive and review the information.Under§559.004 of the Government Code,you are also entitled to have us correct information about you that is incorrect. 3-2016 00850-T-55 of 57 202 • TxDOT 1560 • CERTIFICATE OF INSURANCE Form 1560 12) Previous orations of this form may no:be used =1 Page 1 of I wHnarwlto . Agents should complete the form providing all requested information then either fax or mail this form directly to the address listed on page two of this form.Copies of endorsements fisted below are not required as attachments to this certificate. This certificate is issued as a Matter of information only and confers no rights upon the certificate holder.This certificate does not confer any rights or obligations other than the rights and obligators conveyed by the policies referenced on this certificate.The terms of the policies referenced in this certificate control over the terms of the certificate. Insured: Street/Mailing Address: City/StatelZip .._ Phone Number: (MI) MBIE1 1 WORKERS'COMPENSATION INSURANCE COVERAGE: Endorsed with a Waiver of Subrogation in favor of TxDOT. Carrier Name r Carrier Phone# )Address: f, , City,State,Zip: •. Type of Insurance Policy Number Effective Date Expiration Date Limits of Liability: Workers'Compensation • Not Less Than: Statutory-Texas COMMERCIAL GENERAL LIABILITY INSURANCE: Carrier Name Carrier Phone#: ( ) a' Address: City,State,Zip: s,•f Type of Insurance: Policy Number: Effective Date: Expiration Date: Limits of Liability: Commercial General - Not Less Than: Liability Insurance $600,000 each occurrence BUSINESS AUTOMOBILE POLICY: • Carrier Name: Carrier Phone# MEE Address: _•. r; y_ City,State,Zip Type of Insurance: Policy Number: Effective Date: Expiration Date: Limits of Liability: Business Automobile Policy ,r7 td. ;. Not Less Than: $600,000 combined single limit • UMBRELLA POLICY(if applicable): Carrier Name: x • Garner Phone* 47- ,=11-1 Address: u :. City,State,Zip:'r . , Type of Insurance: Policy Number: Effective Date: Expiration Date: Limits of Liability: Umbrella Policy ° `' Should any of the above described policies be cancelled before the expiration date thereof,notice will be delivered in accordance with the policy provisions. THIS IS TO CERTIFY to the Texas Department of Transportation acting on behalf of the State of Texas that the insurance policies named are in full force and effect.If this form is sent by facsimile machine(fax), the sender adopts the document received by TxDOT as a duplicate original and adopts the signature produced by the receiving fax machine as the sender's original signature. Agency Name Address City,State,Zip Code ( ) Authorized Agent's Phone Number Authorized Agent Original Signature Date The Texas Department of Transportation maintains the information collected through this form. With few exceptions,you are entitled on request to be informed about the information that we collect about you.Under§§552.021 and'552.023 of the Texas Government Code,you also are entitled to receive and review the information.Under§559.004 of the Government Code,you are elso•enttledto have us correct information about you that is incorrect. Fax completed form to:512/416-2536 3-2016 00850-T-56 of 57 203 • Form1560 (Rev.07/121 Page 2 012 . NOTES TO AGENTS: Agents must provide all requested information then either fax or mail'this form directly to the address listed below. Pre-printed limits are the minimum required;if higher limits are provided by the policy, enter the higher limit amount and strike-through or cross-out the pre-printed limit. To avoid work suspension, an updated insurance form must reach the address listed below one business day prior to the expiration date. Insurance must be in force in order to perfdrm any work. ' Binder numbers are not acceptable for policy numbers. The certificate of insurance, once on file with the department, is adequate for subsequent department contracts provided adequate coverage is still in effect.Do not refer to specific projects/contracts on this form. List the contractor's legal company name, including the DBA(doing business as) name as the insured. If a staff leasing service is providing insurance to the contractor/client company, list the staff leasing service as the insured and show the contractor/client company in parenthesis. The TxDOT certificate of insurance form is the only acceptable proof of insurance for department contracts. List the contractor's legal company name,including the DBA(doing business as)name as the insured or list both the contractor and staff leasing service as insured when a staff leasing service is providing insurance. Over-stamping and/or over-typing entries on the certificate of insurance are not acceptable if such entries change the provisions of the certificate in any manner. This form may be reproduced. DO NOT COMPLETE THIS FORM UNLESS THE WORKERS'COMPENSATION POLICY IS ENDORSED WITH A WAIVER OF SUBROGATION IN FAVOR OF TXDOT. The SIGNATURE of the agent is required. CERTIFICATE OF INSURANCE REQUIREMENTS: WORKERS'COMPENSATION INSURANCE: The'contractor is required to have Workers'Compensation Insurance if the contractor has any employees including relatives. The word STATUTORY, under limits of liability, means that the insurer would pay benefits allowed under the Texas Workers'Compensation Law. GROUP HEALTH or ACCIDENT INSURANCE Is not an acceptable substitute for Workers'Compensation. COMMERCIAL GENERAL LIABILITY INSURANCE: MANUFACTURERS'or CONTRACTOR LIABILITY INSURANCE is not an acceptable substitute for Comprehensive General Liability Insurance or Commercial General Liability Insurance. BUSINESS AUTOMOBILE POLICY: If coverages are specified separately,they must be at least these amounts: Bodily Injury $500,000 each occurrence. $100;000 each occurrence Property Damage $100,000 for aggregate PRIVATE AUTOMOBILE LIABILITY INSURANCE is not an acceptable substitute for a Business Automobile Policy. • MAIL ALL CERTIFICATES TO: Texas Department of Transportation CST—Contract Processing Unit(RA/200—1st FL) 125 E.11th Street Austin,TX 78701-2483 512/416-2540(Voice),512/416-2536(Fax) Contact/Help • • 3-2016 00850-T-57 of 57 204 000.001 L Special Provision to Item 000 Schedule of Liquidated Damages The dollar amount of daily contract administration Liquidated Damages per Working Day is$ • 1 09-14 Statewide 205 000.002L Special Provision to Item. 000 Nondiscrimination 1. DESCRIPTION AU recipients of federal financial assistance are required to comply with various nondiscrimination laws including Title VI of the Civil Rights Act of 1964,as amended,(Title VI).Title VI forbids discrimination against anyone in the United States on the grounds of race,color,or national origin by any agency receiving federal funds. Owner,as a recipient of Federal financial assistance,and under Title VI and related statutes,ensures that no person shall on the grounds of race,religion(where the primary objective of the financial assistance is to provide employment per 42 U.S.C.§2000d-3),color,national origin,sex;age or disability be excluded from participation in,be denied the benefits of,or otherwise be subjected to discrimination under any of Owner's programs or activities. • 2. DEFINITION OF TERMS Where the term"contractor"appears in the following six nondiscrimination clauses,the term"contractor"is understood to include all parties to contracts or agreements with the Owner. 3. NONDISCRIMINATION PROVISIONS During the performance of this contract,the contractor agrees as follows: 3.1. Compliance with Regulations.The Contractor shall comply with the Regulations relative to nondiscrimination in Federally-assisted programs of the Department of Transportation(hereinafter,"DOT") Title 49,Code of Federal Regulations,Part 21,as they may be amended from time to time,(hereinafter referred to as the Regulations),which are herein incorporated by reference and made a part of this contract. 3.2. Nondiscrimination.The contractor,with regard to the work performed by it during the contract,shall not discriminate on the grounds of race,color,or national origin in the selection and retention of subcontractors, including procurements of materials and leases of equipment.The contractor shall not participate either directly or indirectly in the discrimination prohibited by section 21.5 of the Regulations,including employment practices when the contract covers a program set forth in Appendix B of the Regulations. 3.3. Solicitations for Subcontracts,Including Procurements of Materials and Equipment:In all solicitations either by competitive bidding or negotiation made by the contractor for work to be performed under a subcontract,including procurements of materials or leases of equipment,each potential subcontractor or supplier shall be notified by the contractor of the contractor's obligations under this contract and the Regulations relative to nondiscrimination on the grounds of race,color,or national origin. 3.4. Information and Reports:The contractor shall provide all information and reports required by the Regulations or directives issued pursuant thereto,and shall permit access to its books,records,accounts, other sources of information,and its facilities as may be determined by the Owner or the Texas.Department of Transportation to be pertinent to ascertain compliance with such Regulations,orders and instructions. Where any information required of a contractor is in the exclusive possession of another who fails or refuses to furnish this information the contractor shall so certify to the Owner or the Texas Department of Transportation as appropriate,and shall set forth what efforts it has made to obtain the information. 1 Q 09-14 Statewide - 206 000.002L 3.5. Sanctions for Noncompliance.In the event of the contractor's noncompliance with the nondiscrimination provisions of this contract,the Owner shall impose such contract sanctions as it,the Owner may determine to be appropriate,including,but not limited to: • withholding of payments to the contractor under the contract until the contractor complies,and/or • cancellation,termination or suspension of the contract,in whole or in part. 3.6. Incorporation of Provisions.The contractor shall include the provisions of paragraphs(3.1)through(3.6)in every subcontract,including procurements of materials and leases of equipment,unless exempt by the Regulations,or directives issued pursuant thereto.The contractor shall take such action with respect to any subcontract or procurement as the Owner may direct as a means of enforcing such provisions including sanctions for non-compliance:provided,however that,in the event a contractor becomes involved in,or is threatened with,,litigation with a subcontractor or supplier as a result of such direction,the contractor may request the Owner to enter into such litigation to protect the interests of the Owner,and,in addition,the contractor may request the United States to enter into such litigation to protect the interests of the United States. t - 2 09-14 Statewide 207 000.003L Special Provision to Item 000 Certification of Nondiscrimination in Employment 1. GENERAL By signing this proposal,the Bidder certifies that Bidder has participated in a previous contractor subcontract subject to the equal opportunity clause,as required by Executive Orders 10925, 11114,or 11246,or if Bidder has not participated in a previous contract of this type,or if Bidder has had previous contract or subcontracts and has not filed,Bidder will file with the Joint Reporting Committee,the Director of the Office of Federal Contract Compliance,a Federal Government contracting or administering agency,or the former President's Committee on Equal Employment Opportunity,all reports due under the applicable filing requirements. Note—The above certification is required by the Equal Employment Opportunity Regulations of the Secretary of Labor(41 CFR 60-1.7(b)(1)),and must be submitted by Bidders and proposed subcontractors only in connection with contracts and subcontracts which are subject to the equal opportunity clause.Contracts and subcontracts which are exempt from the equal opportunity clause are set forth in 41 CFR 60-1.5.(Generally only contracts or subcontracts of$10,000 or under are exempt.) Currently,Standard Form 100(EEO-1)is the only report required by the Executive Orders or their implementing regulations. Proposed prime contractors and subcontractors who have participated in a previous contract or subcontract subject to the Executive Orders and have not filed the required reports should note that 41 CFR 60-1.7(b)(1) prevents the award of contracts and subcontracts unless such contractor submits a report covering the delinquent period or such other period specified by the Federal Highway Administration or by the Director, Office of Federal Contract Compliance,U.S.Department of Labor. 1 09-14 Statewide 208 000-004L Special Provision to Item 000 Notice of Requirement for Affirmative Action to Ensure Equal. Employment Opportunity (Executive Order 11246) GENERAL In addition to the affirmative action requirements of the Special Provision titled"Standard Federal Equal Employment Opportunity Construction Contract Specifications"as set forth elsewhere in this proposal,the Bidder's attention is directed to-the specific requirements for utilization of minorities and females as set forth below. 2. GOALS 2.1. Goals for minority and female participation are hereby established in accordance with 41 CFR 60-4. 2.2. The goals for minority and female participation expressed in percentage terms for the Contractor's aggregate work force in each trade on all construction work in the covered area are as follows: Goals for minority participation Goals for female participation in each trade,% in each trade,% See Table 1 6.9 2.3. These goals are applicable to all the Contractor's construction work(whether or not it is Federal or federally assisted)performed in the covered area.If the Contractor performs construction work in a geographical area located outside of the covered area,it will apply the goals established for such geographical area where the work is actually performed.With regard to this second area,the Contractor also is subject to the goals for both its federally involved and non-federally involved construction.The Contractor's compliance with the Executive Order and the regulations in 41 CFR Part 60-4 will be based on its implementation of the Standard Federal Equal Employment Opportunity Construction Contract Specifications Special Provision and its efforts to meet the goals.The hours of minority and female employment and training must be substantially uniform throughout the length of the Contract,and in each trade,and the Contractor must make a good faith effort to employ minorities and women evenly on each of its projects.The transfer of minority and female employees or trainees from Contractor to Contractor or from project to project for the sole purpose of meeting the Contractor's goals will be a violation of the Contract,the Executive Order and the regulations in 41 CFR Part 60-4.Compliance with the goals will be measured against the total work hours performed. 2.4. A Contractor or subcontractor will be considered in compliance with these provisions by participation in the Texas Highway-Heavy Branch,AGC,Statewide Training and Affirmative Action Plan.Provided that each Contractor or subcontractor participating in this plan must individually comply with the equal opportunity clause set forth in 41 CFR 60-1.4 and must make a good faith effort to achieve the goals set forth for each participating trade in the plan in which it has employees.The overall good performance of other Contractors and subcontractors toward a goal in an approved plan does not excuse any covered Contractor's or subcontractor's failure to make good faith efforts to achieve the goals contained in these provisions. Contractors or subcontractors participating in the plan must be able to demonstrate their participation and document their compliance with the provisions of this Plan. 3. SUBCONTRACTING The Contractor must provide written notification to the Owner within 10 working days of award of any construction subcontract in excess of$10,000 at any tier for construction work under the Contract resulting from this solicitation pending concurrence of the Owner in the award.The notification will list the names, 1 209 1 • 000.004L address and telephone number of the subcontractor;employer identification number;estimated dollar amount of the subcontract;estimated starting and completion dates of the subcontract;and the geographical area in which the Contract is to be performed. 4. COVERED AREA As used in this special provision,and in the Contract resulting from this solicitation,the geographical area covered by these goals for female participation is the State of Texas.The geographical area covered by these goals for other minorities are the counties in the State of Texas as indicated in Table 1. 5. REPORTS The Contractor is hereby notified that he may be subject to the Office of Federal Contract Compliance Programs(OFCCP)reporting and record keeping requirements as provided for under Executive Order 11246 as amended.OFCCP will provide direct notice to the Contractor as to the specific reporting requirements that he will be expected to fulfill. Table 1 Goals for Minority Participation County Participation,% County Participation, Anderson 22.5 Chambers 27.4 Andrews 18.9 Cherokee 22.5 Angelina 22.5 Childress 11.0 Aransas 44.2 Clay 12.4 Archer' 11.0 Cochran 19.5 Armstrong 11.0 Coke 20.0 Atascosa 49.4 Coleman 10.9 Austin 27.4 Collin 18.2 Bailey 19.5 Collingsworth 11.0 Bandera 49.4 Colorado 27.4 Bastrop 24.2 Coma! 47.8 Baylor . 11.0 Comanche 10.9 Bee 44.2 Concho 20.0 Bell 16.4 Cooke 17.2 Bexar 47.8 Coryell 16.4 Blanco 24.2 Cottle 11.0 Borden 19.5 Crane 18.9 Bosque 18.6 Crockett 20.0 Bowie 19.7 Crosby 19.5 Brazoria 27.3 Culberson 49.0 Brazos 23.7 Dallam 11.0 Brewster 49.0 Dallas 18.2 Briscoe 11.0 Dawson 19.5 Brooks 44.2 Deaf Smith 11.0 Brown 10.9 Delta 17.2 Burleson 27.4 Denton 18.2 Burnet 24.2 DeWitt 27.4 Caldwell 24.2 Dickens 19.5 _ Calhoun 27.4 Dimmit 49.4 Callahan 11.6 Donley 11.0 Cameron 71.0 Duval 44.2 Camp 20.2 Eastland 10.9 • Carson 11.0 Ector 15.1 Cass 20.2 Edwards 49.4 • Castro 11.0 Ellis 18.2 . 2 210 000.004L County Participation,% .County Participation,% El Paso 57.8 Kenedy 44.2 Erath 17.2 _Kent 10.9 Falls 18.6 Kerr 49.4 Fannin 17.2 Kimble 20.0 Fayette 27.4 King 19.5 Fisher 10.9 Kinney • 49.4 Floyd 19.5 Kleberg 44.2 , Foard 11.0 Knox 10.9 Fort Bend 27.3 Lamar 20.2 , Franklin 17.2 Lamb 19.5 Freestone 18.6 Lampasas 18.6 . Frio 49.4 LaSalle 49.4 Gaines 19.5 Lavaca 27.4 Galveston 28.9 Lee 24.2 Garza 19.5 Leon 27.4 Gillespie 49.4 Liberty 27.3 Glasscock ,18.9 Limestone 18.6 Goliad 27.4 Lipscomb 11.0 Gonzales 49.4 Live Oak 44.2 Gray 11.0 Llano 24.2 Grayson 9.4 Loving 18.9 Gregg 22.8 Lubbock 19.6 ' Grimes 27.4 Lynn 19.5 Guadalupe 47.8 Madison 27.4 • Hale 19.5 Marion 22.5 Hall 11.0 Martin 18.9 ,Hamilton 18.6 Mason. 20.0 Hansford 11.0 Matagorda 27.4 Hardeman 11.0 Maverick 49.4 Hardin 22.6 McCulloch 20.0 Harris 27.3 McLennan 20.7 Harrison 22.8 McMullen 49.4 Hartley 11.0 Medina 49.4 Haskell 10.9 Menard 20.0 Hays 24.1 Midland 19.1 Hemphill 11.0 Milam • 18.6 Henderson - 22.5 Mills 18.6 Hidalgo 72.8 Mitchell 10.9 Hill 18.6 Montague 17.2 Hockley 19.5 Montgomery 27.3 . Hood 18.2 Moore 11.0 Hopkins 17.2 Morris 20.2 Houston 22.5 Motley 19.5 Howard 18.9 Nacogdoches 22.5 Hudspeth 49.0 Navarro 17.2 . Hunt 17.2 Newton 22.6 Hutchinson 11.0 Nolan 10.9 Ilion 20.0 Nueces 41.7 Jack 17.2 Ochiltree ,11.0 Jackson 27.4 Oldham 11.0 Jasper 22.6 Orange 22.6 Jeff Davis 49.0 Palo Pinto 17.2 Jefferson 22.6 Panola 22.5 Jim Hogg 49.4 Parker 18.2 Jim Wells 44.2 . Parmer 11.0 Johnson 18.2 Pecos 18.9 Jones 11.6 Polk 27.4 Karnes 49.4 Potter 9.3 Kaufman 18.2 Presidio 49.0 Kendall 49.4 • Randall 9.3 3 211 • • ---I --1-1 -4V)V) d)ODODCOV) U) V)UDC) CnV)fnV) U)U)0,7373 )) 73 70 737JMM73 0 `2 CD y. D s s•N N N c S CO CO CD 7, C'CCD n Q Q CD C(D 2 CO N O CT n ,� CD N CD C < 7. C O 7 CCD 7 N [0 co S 13)7 N CT fir a) CO •>r CD y y O co N O CD 7 C _ j CO Cj O 0 7 CD • p1 N— NJ NJ f J-+N NJNJj NJ NJ NJ NJ f V N—� ? N ?C 3 5p p o ->O O O O pa�I CO-+ND 0 0 0 0 V N pa pa O cm V —>A C O O pp I N CT CD 0) Na O CD it:.CDCp CO n) C)1 O Cr CO CO CD O .-I C71 Cn cm O fJ 4,C7 N CO IV 1+N O 0• •A I N o ** ***`* * * ** `* ** ** < <ccc -1—I -I -I -I 0 c CyD• s-�'- = 5 CSD O•w N a.) N o = d if, N O " O 0 0 co c n- N c) m tT - a c� G n S < coi 3 ca Fat m o 5: 01 co m CD rn G) W 7 Ct1 7 a O CL CD CD O 7 0 • • v • •P A-' haAN �1 -+ -� NCON NNN AA NNNN Na NC, C0 Cp-'5-0IJ Oo OD CO? N-+N -" 4 V :I IF?V V V V CO CO CbN N:I - Cp 000� ? AO CT CT NJ CD -+Cp OA O?CJ A CO CA.,,A N.A A CO C)1 CAA NN COO ,, O O • I . O • Imola • • 000.005L `� J Special Provision to Item 000 Standard Federal Equal Employment Opportunity Construction Contract Specifications (Executive Order 11246) 1. GENERAL 1.1. - As used in these specifications: ■ "Covered area"means the geographical area described in the solicitation from which this Contract resulted; • "Director"means Director,Office of Federal Contract Compliance Programs,United States Department of Labor,or any person to whom the Director delegates authority; • "Employer identification number"means the Federal Social Security number used on the.Employer's Quarterly Federal Tax Return,U.S.Treasury Department Form 941. •. "Minority"includes: • Black(all persons having origins in any of the Black African racial groups not of Hispanic origin); • Hispanic(all persons of Mexican,Puerto Rican,Cuban,Central or South American or other Spanish Culture or origin,regardless of race); • Asian and Pacific Islander(all persons having origins in any of the original peoples of the Far East, Southeast Asia,the Indian Subcontinent,or the Pacific Islands);and • American Indian or Alaskan Native(all persons having origins in any of the original peoples of North American and maintaining identifiable tribal affiliations through membership and participation or community identification). 1.2. Whenever the Contractor,or any Subcontractor at any tier,subcontracts a portion of the work involving any construction trade,it will physically include in each subcontract in excess of$10,000 the provisions of these specifications and the Notice which contains the applicable goals for minority and female participation and which is set forth in the solicitations from which this Contract resulted. 1.3. If the Contractor is participating(pursuant to 41 CFR 60-4.5)in a Hometown Plan approved by the U.S. Department of Labor in the covered area either individually or through an association,its affirmative action obligations on all work in the Plan area(including goals and timetables)will be in accordance with that plan for those trades which have unions participating in the Plan.Contractors must be able to demonstrate their participation in and compliance with the provisions of any such Hometown Plan.Each Contractor or Subcontractor participating in an approved Plan is individually required to comply with its obligations under the equal employment opportunity(EEO)clause,and to make a good faith effort to achieve each goal under the Plan in each trade in which it has employees.The overall good faith performance by other Contractors or Subcontractors toward a goal in an approved Plan does not excuse any covered Contractor's or Subcontractor's failure to take good faith efforts to achieve the Plan goals and timetables. 1.4. The Contractor will implement the specific affirmative action standards provided in Section 1.7.1.through Section 1.7.16.of these specifications.The goals set forth in the solicitation from which this Contract resulted are expressed as percentages of the total hours of employment and training of minority and female utilization the Contractor should reasonably be able to achieve in each construction trade in which it has employees in the covered area.Covered construction Contractors performing Contracts in geographical areas where they do not have a Federal or federally assisted construction Contract will apply the minority and female goals established for the geographical area where the Contract is being performed.Goals are published periodically in the Federal Register in notice form and such notices may be obtained from any Office of Federal Contract Compliance Programs office or any Federal procurement contracting.officer.The 1 213 000.005L Contractor is expected to make substantially uniform progress toward its goals in each craft during the period specified. 1.5. Neither the provisions of any collective bargaining agreement,nor the failure by a union with whom the Contractor has a collective bargaining agreement,to refer either minorities or women will excuse the Contractor's obligations under these specifications,Executive Order 11246,or the regulations promulgated pursuant thereto. 1.6. In order for the nonworking training hours of apprentices and trainees to be counted in meeting the goals, such apprentices and trainees must be employed by the Contractor during the training period,and the Contractor must have made a commitment to employ the apprentices and trainees at the completion of their training,subject to the availability of employment opportunities.Trainees must be trained pursuant to training programs approved by the U.S.Department of Labor. 1.7. The Contractor will take specific affirmative actions to ensure equal employment opportunity.The evaluation of the Contractor's compliance with these specifications will be based upon its effort to.achieve maximum results from its actions.The Contractor will document these efforts fully,and will implement affirmative action steps at least as extensive as the following: 1.7.1. Ensure and maintain a working environment free of harassment,intimidation,and coercion at all sites,and in all facilities at which the Contractor's employees are assigned to work.The Contractor,where possible,will assign two or more women to each construction project.The Contractor will specifically ensure that all foremen,superintendents,and other on-site supervisory personnel are aware of and carry out the Contractor's obligation to maintain such a working environment,with specific,attention to minority or female individuals working at such sites or in such facilities. 1.7.2. Establish and maintain a current list of minority and female recruitment sources,provide written notification to minority and female recruitment sources and to community organizations when the Contractor or its unions have employment opportunities available,and maintain a record of the organizations'responses. 1.7.3. Maintain a current file of the names,addresses and telephone numbers of each minority and female off-the- street applicant and minority or female referral from a union,a recruitment source or community organization and of what action was taken with respect to each such individual.If such individual was sent to the union hiring hall for referral and was not referred back to the Contractor by the union or,if referred,not employed by the Contractor,this will be documented in the file with the reason therefor,along with whatever additional actions the Contractor may have taken. 1.7.4. Provide immediate written notification to the Director when the union or unions with which the Contractor has a collective bargaining agreement has not referred to the Contractor a minority person or woman sent by the Contractor,or when the Contractor has other information that the union referral Process has impeded the Contractor's efforts to meet its obligations. 1.7.5. Develop on-the-job training opportunities and/or participate in training programs for the area which expressly include minorities and women,including upgrading programs and apprenticeship and trainee programs relevant to the Contractor's employment needs,especially those programs funded or approved by the U.S. Department of Labor.The Contractor will provide notice of these programs to the sources compiled under 7b above. • 1.7.6. Disseminate the Contractor's EEO policy by providing notice of the policy to unions and training programs and requesting their cooperation in assisting the Contractor in meeting its EEO obligations;by including it in any policy manual and Collective bargaining agreement;by publicizing it in the company newspaper,annual report,etc.;by specific review of the policy with all management personnel and with all minority and female employees at least once a year;and by posting the company EEO policy on bulletin boards accessible to all employees at each location where construction work is performed. 1.7.7. Review,at least annually,the company's EEO policy and affirmative action obligations under these specifications with all employees having any responsibility for hiring,assignment,layoff,termination or other 2 214 • 000-005L employment decisions including specific review of these items with on-site supervisory personnel such as Superintendents,General Foremen,etc.,before the initiation of construction work at any job site.A written record must be made and maintained identifying the time and place of these meetings,persons attending, subject matter discussed,and disposition of the subject matter. 1.7.8. Disseminate the Contractor's EEO policy externally by including it in any advertising in the news media, specifically including minority and female news media,and providing written notification to and discussing the Contractor's EEO policy with other Contractors and Subcontractors with whom the Contractor does or anticipates doing business. 1.7.9. Direct its recruitment efforts,both oral and written,to minority,female and community organizations,to schools with minority and female students and to minority and female recruitment and training organizations serving the Contractor's recruitment area and employment needs.Not later than one month before the date for the acceptance of applications for apprenticeship or other training by any recruitment source,the Contractor will send written notification to organizations such as the above,describing the openings, screening procedures,and tests to be used in the selection process. 1.7.10. Encourage present minority and female employees to recruit other minority persons and women and,where reasonable,provide after school,summer and vacation employment to minority and female youth both on the site and in other areas of a Contractor's workforce. 1.7.11. Validate all tests and other selection'requirements where there is an obligation to do so under 41 CFR Part 60-3. 1.7.12. Conduct,at least annually,an inventory and evaluation at least of all minority and female personnel for promotional opportunities and encourage these employees to seek or to prepare for,through appropriate training,etc.,such opportunities. 1.7.13. Ensure that seniority practices,job classifications,work assignments and other personnel practices,do not have a discriminatory effect by continually monitoring all personnel and employment-related activities to ensure that the EEO policy and the Contractor's obligations under these specifications are being carried out. 1.7.14. Ensure that all facilities and company activities are non-segregated except that separate or single-user toilet and necessary changing facilities will be provided to assure privacy between the sexes. 1.7.15. Document and maintain a record of all solicitations of offers for subcontracts from minority and female construction contractors and suppliers,including circulation of solicitations to minority and female contractor associations and other business associations. 1.7.16. Conduct a review,at least annually,of all supervisors'adherence to arid performance under the Contractor's EEO policies and affirmative action obligations. • 1.8. Contractors are encouraged to participate in voluntary associations which assist in fulfilling one or more of their affirmative action obligations(Section 7.1.through Section 7.16.).The efforts of a contractor association,joint contractor-union,contractor-community,or other similar group of which the Contractor is a member and participant,may asserted as fulfilling any one or more of its obligations under Section 7.1. through Section 7.16.of these Specifications provided that the Contractor actively participates in the group, makes every effort to assure that the group has a positive impact on the employment of minorities and women in the industry,ensures that the concrete benefits of the program are`reflected in the Contractor's minority and female workforce participation,makes a good faith effort to meet its individual goals and timetables,and can provide access to documentation which demonstrates the effectiveness of actions taken on behalf of the Contractor.The obligation to comply,however,is the Contractor's and failure of such a group to fulfill an obligation will not be a defense for the Contractor's noncompliance. 1.9. A single goal for minorities and a separate single goal for women have been established.The Contractor, however,is required to provide equal employment opportunity and to take affirmative action for all minority groups,both male and female,and all women,both minority and non-minority.Consequently,the Contractor 3 215 000-005L may be in violation of the Executive Order if a particular group is employed in a substantially disparate manner(for example,even though the Contractor has achieved its goals for women generally,the Contractor may be in violation of the Executive Order if a specific minority group of women is underutilized). 1.10. The Contractor shall not use the goals and timetables or affirmative action standards to discriminate against any person because of race,color,religion,sex,or national origin. 1.11. The Contractor will not enter into any Subcontract with any person or firm debarred from Government Contracts pursuant to Executive Order 11246. 1.12. The Contractor will carry out such sanctions and penalties for violation of these specifications and of the Equal Opportunity Clause,including suspension,termination and cancellation of existing subcontracts as may be imposed or ordered pursuant to Executive Order 11246,as amended,and its implementing regulations,by the Office of Federal Contract Compliance Programs.Any Contractor who fails to carry out. such sanctions and penalties will be in violation of these specifications and Executive Order 11246,as amended. 1.13. The Contractor,in fulfilling its obligations under these specifications,will implement specific affirmative action steps,at least as extensive as those standards prescribed in paragraph 7'of these specifications,so as to achieve maximum results from its efforts to ensure equal employment opportunity.If the Contractor fails to comply with the requirements of the Executive Order,the implementing regulations,or these specifications, the Director will proceed in accordance with 41 CFR 60-4.8. 1.14, The Contractor will designate a responsible official to monitor all employment-related activity to ensure that the company EEO policy is being carried out,to submit reports relating to the provisions hereof as may be required by the Govemment and to keep records.Records must at least include for each employee the name,address,telephone numbers,construction trade,union affiliation if any,employee identification number when assigned,social security number,race,sex,status(e.g.,mechanic,apprentice,trainee,helper, or laborer),dates of changes in status,hours worked per week in the indicated trade,rate of pay,and locations at which the work was performed.Records must be maintained in an easily understandable and retrievable form;however,to the degree that existing records satisfy this requirement,Contractors shall not be required to maintain separate records. 1.15. Nothing herein provided will be construed as a limitation upon the application of other laws which establish different standards of compliance or upon the application of requirements for the hiring of local or other area residents(e.g.,those under the Public Works Employment Act of 1977 and the Community Development Block Grant Program). 1.16. In addition to the reporting requirements set forth elsewhere in this Contract,the Contractor and the subcontractors holding subcontracts,not including material suppliers,of$10,000 or more,will submit for every month of July during which work is performed,employment data as contained under Form PR 1391 (Appendix C to 23 CFR,Part 230),and in accordance with the included instructions. 4 216 000-006 ® Special Provision to Item 000 _ �On-the-Job Training Program 'apartment of Tkansportation 1. DESCRIPTION The primary objective of this Special Provision is the training and advancement of minorities,women and economically disadvantaged persons toward journeyworker status.Accordingly,make every effort to enroll minority,women and economically disadvantaged persons to the extent that such persons are available within a reasonable area of recruitment.This training commitment is not intended,and will not be used to discriminate against any applicant for training,whether or not he/she is a member of a minority group. 2. TRAINEE ASSIGNMENT Training assignments are based on the past volume of state-let highway construction contracts awarded with the Department.Contractors meeting the selection criteria will be notified of their training assignment at the beginning of the reporting year by the Department's Office of Civil Rights. 3. PROGRAM REQUIREMENTS Fulfill all of the requirements of the On-the-Job Training Program including the maintenance of records and submittal of periodic reports documenting program performance.Trainees will be paid at least 60%of the appropriate minimum journeyworker's rate specified in the Contract for the first half of the training period, 75%for the third quarter,and 90%for the last quarter,respectively. 4. REIMBURSEMENT If requested,Contractors may be reimbursed$0.80 per training hour at no additional cost to the,Department. Training may occur on this project,all other Department contracts,or local-administered federal-aid projects with concurrence of the local government entity.However,reimbursement for training is not available on projects to the extent that such projects that do not contain federal funds. 5. COMPLIANCE The Contractor will have fulfilled the contractual responsibilities by having provided acceptable training to the number of trainees specified in their goal assignment.Noncompliance may be cause for corrective and appropriate measures pursuant to Article 8.7.,"Abandonment of Work or Default of Contract,"which may be used to comply with the sanctions for noncompliance pursuant to 23 CFR Part 230. • 1 09-14 Statewide 217 • . 000 007L 7- Special Provision to Item 000 Disadvantaged Business Enterprise in Federal Aid Contracts 1. DESCRIPTION The purpose of this Special Provision is to carry out the U.S.Department of Transportation's(DOT)policy of ensuring nondiscrimination in the award and administration of DOT assisted Contracts and creating a level playing field on which firms owned and controlled by individuals who are determined to be socially and ' economically disadvantaged can compete fairly for DOT assisted Contracts.If the Disadvantaged Business Enterprise(DBE)goal is greater than zero,Article A,"Disadvantaged Business Enterprise in Federal Aid Contracts",of this Special Provision shall apply to this Contract.If there is no DBE goal,Article B, "Race-Neutral DBE Participation,"of this Special Provision will apply to this Contract.The percentage goal for DBE participation in the work to be performed under this Contract will be shown on the proposal. 1.1. Article A.Disadvantaged Business Enterprise in Federal Aid Contracts. 1.1.1. Policy.It is the policy of the DOT and the Texas Department of Transportation(Department)that DBEs,as defined in 49 CFR Part 26,Subpart A and the Department's DBE Program,shall have the opportunity to participate in the performance of Contracts financed in whole or in part with Federal funds.The DBE requirements of 49 CFR Part 26,and the Department's DBE Program,apply to this Contract as follows: 1.1.1.1. The Contractor will solicit DBEs through reasonable and available,means,as defined in 49 CFR Part 26, Appendix A and the Department's DBE Program,or show a good faith effort to meet the DBE goal for this Contract. 1.1.1.2. The Contractor,subrecipient or subcontractor shall not discriminate on the basis of race,color,national origin,or sex in the performance of this Contract.The Contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of DOT-assisted Contracts.Failure by the Contractor to carry out these requirements is a material breach of this Contract,which may result in the termination of this Contract or such other remedy as the recipient deems appropriate. 1.1.1.3. The requirements of this Special Provision shall be physically included in any subcontract. 1.1.1.4. By signing the Contract proposal,the.Bidder is certifying that the DBE goal as stated in the proposal will be met by obtaining commitments from eligible DBEs or that the Bidder will provide acceptable evidence of good faith effort to meet the commitment.The Owner will determine the adequacy of a Contractor's efforts to meet the Contract goal,within 10 business days,excluding national holidays,from receipt of the information outlined in this Special Provision under Section 1.1.3.,"Contractor's Responsibilities."If the requirements of Section 1.A.3 are met,the conditional situation will be removed and the Contract will be forwarded to the Contractor for execution. 1.1.2. Definitions. 1.1.2.1. "Broker"is an intermediary or middleman that does not take possession of a commodity or act as a regular dealer selling to the public. 1.1.2.2. "Disadvantaged Business Enterprise"or"DBE"is defined in the standard specifications,Article 1,Definition of Terms. 1.1.2.3. "DBE Joint Venture"means an association of a DBE firm and 1 or more other firm(s)to carry out a single business enterprise for profit for which purpose they combine their property,capital,efforts,skills and knowledge,and in which the DBE is responsible for a distinct,clearly defined portion of the work of the 1 218 000-007L Contract and whose share in the capital contribution,control,mana9ement,risks,and profits of the joint venture are commensurate with its ownership interest. 1.1.2.4. "DOT"means the U.S.Department of Transportation,including the Office of the Secretary,the Federal Highway Administration(FHWA),the Federal Transit Administration(FTA),and the Federal Aviation Administration(FAA). • 1.1.2.5. "Federal Aid Contract"is any Contract between the Owner and a Contractor which is paid for in whole or in part with DOT financial assistance. 1.1.2.6. "Good Faith Effort"means efforts to achieve a DBE goal or other requirement of this Special Provision which, by their scope,intensity,and appropriateness to the objective,can reasonably be expected to fulfill the program requirement. 1.1.2.7. "Manufacturer"is a firm that operates or maintains a factory or establishment that produces,on the premises, the materials,supplies,articles,or equipment required under the Contract and of the general character described by the specifications." 1.1.2.8. "Race-conscious"means a measure or program that is focused specifically on assisting only DBEs,including , women-owned businesses. 1.1.2.9. "Race-neutral DBE Participation"means any participation by a DBE through customary competitive procurement procedures. 1.1.2.10. "Regular Dealer"is a firm that owns,operates,or maintains a store,warehouse,or other establishment in which the materials,supplies,articles or equipment of the general character described by the specifications and required under the Contract are bought,kept in stock,and regularly sold or leased to the public in the usual course of business.To be a regular dealer,the firm must be an established,regular business that engages in,as its principal business and under its own name,the purchase and sale or lease of the products in question. A regular dealer in such bulk items as steel,cement,gravel,stone,and petroleum products need not keep such products in stock if it owns and operates distribution equipment for the products.Any supplementing of regular dealers own distribution equipment shall be by a long-term lease agreement and not on an ad hoc or contract-by-contract basis.Brokers,packagers,manufacturers'representatives,or other persons who arrange or expedite transactions shall not be regarded as a regular dealer. 1.1.2.11. 'Texas Unified Certification Program"or"TUCP"provides one-stop shopping to applicants for certification, such that applicants are required to apply only once for a DBE certification that will be honored by all recipients of federal funds in the state.The TUCP by Memorandum of Agreement established six member entities to serve as certifying agents for Texas in specified regions. • 1.1.3. Contractor's Responsibilities.These requirements must be satisfied by the Contractor. 1.1.3.1. After conditional award of the Contract,the Contractor shall submit a completed Form SMS.4901 "DBE Commitment Agreement",From SMS 4901-T"DBE Trucking Commitment Agreement",or Form SMS.4901- MS"DBE Material&Supplier Commitment Agreement"for each DBE he/she intends to use to satisfy.the DBE goal or a good faith effort to explain why the goal could not be reached.Provide these forms to the Owner so as to arrive not later than 5:00 p.m.on the 10th business day,excluding national holidays,after the conditional award of the Contract.When requested,additional time,not to exceed 7 business days, excluding national holidays,may be granted based on documentation submitted by the Contractor. 1.1.3.2. DBE prime Contractors may receive credit toward the DBE goal for work performed by his/her own forces and work subcontracted to DBEs.A DBE prime must make a good faith effort to meet the goals.In the event a DBE prime subcontracts to a non-DBE,that information must be reported pn Form SMS.4902. 2 219 000.007L 1.1.3.3. A Contractor who cannot meet the Contract goal,in whole or in part;shall make adequate good faith efforts to obtain DBE participation as so stated and defined in 49 CFR Part 26,Appendix A.The following is a list of the types of action that may be considered as good faith efforts.It is not intended to be a mandatory checklist,nor is it intended to be exclusive or exhaustive.Other factors or types of efforts may be relevant in appropriate cases. ■ Soliciting through all reasonable and available means(e.g.attendance at prebid meetings,advertising, and/or written notices)the interest of all certified DBEs who have the capability to perform the work of the Contract.The solicitation must be done within sufficient time to allow the DBEs to respond to it. Appropriate steps must be taken to follow up initial solicitations to determine,with certainty,if the DBEs are interested. • Selecting portions of the work to be performed by DBEs in order to increase the likelihood that the DBE , goals will be achieved.This includes,where_appropriate,breaking out Contract work items into economically feasible units to facilitate DBE participation,even when the Contractor might otherwise prefer to perform the work items with its own forces. ® Providing interested DBEs with adequate information about the plans,specifications,and requirements of the Contract in a timely manner to assist them in responding to a solicitation. El Negotiating in good faith with interested DBEs to make a portion of the work available to DBE subcontractors and suppliers and select those portions of the work or material needs consistent with the available DBE subcontractors and suppliers,so as to facilitate DBE participation.Evidence of such negotiations includes the names,addresses,and telephone numbers of DBEs that were considered;a description of the information provided regarding the plans and specifications for the work selected for subcontracting;,and evidence as to why additional agreements could not be reached for DBEs to perform the work. • A Bidder using good business judgment would consider a number of factors in negotiating with subcontractors,including DBE subcontractors,and would take a firm price and capabilities as well as Contract goals into consideration.However,the fact that there may be some additional cost involved in finding and using DBEs is not in itself sufficient reason for a bidders failure to,meet the Contract DBE goal as long as such cost are reasonable.Also,the ability or desire of the Contractor to perform the work of the Contract with its own organization does not relieve the Bidder of the responsibility to make good faith effort.Contractors are not,however,required to accept higher quotes from DBEs if the price difference is excessive or unreasonable. ® Not rejecting DBEs as being unqualified without sound reasons based on a thorough investigation of their capabilities.The Contractor's standing within its industry,membership in specific groups, organizations,or associations and political or social affiliations(for example union vs.non-union employee status)are not legitimate cause for the rejection or non-solicitation of bids and the Contractors efforts to meet the project goal. ■ Making efforts to assist interested DBEs in obtaining bonding,lines of credit,or insurance as required by the recipient or Contractor. ▪ Making efforts to assist interested DBEs in obtaining necessary equipment,supplies,materials,or related assistance or services. • Effectively using the services of available minority/women community organizations;minority/women Contractors'groups;local,state,and Federal minority/women business assistance offices;and other organizations as allowed on a case-by-case basis to provide assistance in the recruitment and placement of DBEs. • If the Owner determines that the Contractor has failed to meet the good faith effort'requirements,the Contractor will be given an opportunity for reconsideration by the Owner. 1.1.3.4. Should the bidder to whom the Contract is conditionally awarded refuse,neglect or fail to meet the DBE goal or comply with good faith effort requirements,the proposal guaranty filed with the bid shall become the property of the Owner,not as a penalty,but as liquidated damages to the Owner. 3 220 TR1205 000.007L 1.1.3.5. The preceding information shall be submitted directly to the Owner. 1.1.3.6. The Contractor shall not terminate for convenience a DBE subcontractor named in the commitment submitted under Section 1.A.3.a,of this Special Provision.Before terminating or removing a DBE subcontractor named in the commitment,the Contractor must have a written consent of the Owner. 1.1.3.7. The Contractor shall also make a good faith effort to replace a DBE subcontractor that is unable to perform successfully with another DBE,to the extent needed to meet the Contract goal.The Contractor shall submit a completed Form 4901 "DBE Commitment Agreement",From SMS 4901-T"DBE Trucking Commitment Agreement",or Form SMS.4901-MS"DBE Material&Supplier Commitment Agreement"for the substitute DBE firm(s).Any substitution of DBEs shall be subject to approval by the Owner.Before approving the substitution,the Owner will request a statement from the DBE concerning it being replaced. 1.1.3.8. The Contractor shall designate a DBE liaison officer who will administer the Contractor's DBE program and who will be responsible for maintenance of records of efforts and contacts made to subcontract with DBEs. 1.1.3.9. Contractors are encouraged to investigate the services offered by banks owned and controlled by disadvantaged individuals and to make use of these banks where feasible. 1.1.4. Eligibility of DBEs. 1.1.4.1. The member entities of the TUCP certify the eligibility of DBEs and DBE joint ventures to perform DBE subcontract work on DOT financially assisted Contracts. 1.1.4.2. The Department maintains the Texas Unified Certification Program DBE Directory containing the names of firms that have been certified to be eligible to participate as DBE's on DOT financially assisted Contracts.An update of the Directory can be found on the Internet at http://www.txdotoov/apos-ca/tuco/default.htm. 1.1.4.3. Only DBE firms certified at the time commitments are submitted are eligible to be used in the information furnished by the Contractor as required under Section 1.A.3.a.and 3.g.above.For purposes of the DBE goal on this project,DBEs will only be allowed to perform work in the categories of work for which they are certified. 1.1.4.4. Only DBE firms certified at the time of execution of a Contract/subcontract/purchase order,are eligible for DBE goal participation. 1.1.5. Determination of DBE Participation.When a DBE participates in a Contract,only the values of the work actually performed by the DBE,as referenced below,shall be counted by the prime Contractor toward DBE goals: 1.1.5.1. The total amount paid to the DBE for work performed with his/her own forces is counted toward the DBE goal.When a DBE subcontracts part of the work of its Contract to another firm,the value of the subcontracted work may be counted toward DBE.goals only if the subcontractor is itself a DBE.Work that a DBE subcontracts to a non-DBE firm does not count toward DBE goals. 1.1.5.2. A Contractor may count toward its DBE goal a portion of the total value of the Contract amount paid to a DBE joint venture equal to the distinct,clearly defined portion of the work of the Contract performed by the DBE. 1.1.5.2.1. A Contractor may count toward its DBE goal only expenditures to DBEs that perform a commercially useful function(CUF)in the work of a Contract or purchase order.A DBE is considered to perform a CUF when it is responsible for execution of the work of the Contract and is carrying out its responsibilities by actually performing,managing,and supervising the work involved.To perform a CUF,the DBE must also be responsible,with respect to materials and supplies used on the Contract,for negotiating price,determining quality and quantity,ordering the material,and installing(where applicable)and paying for the material itself. 4 221 000.007L In accordance with 49 CFR Part 26,Appendix A,guidance concerning Good Faith Efforts,Contractors may make efforts to assist interested DBEs in obtaining necessary equipment,supplies,materials,or related assistance or services.Contractors may not however,negotiate the price of materials or supplies used on the Contract by the DBE,nor may they determine quality and quantity,order the materials themselves,nor install the materials(where applicable),or pay for the material themselves.Contractors however,may share the quotations they receive from the material supplier with the DBE firm,so that the DBE firm may negotiate a.reasonable price with the material supplier. In all cases,prime or other non-DBE subcontractor assistance will not be credited toward the DBE goal. 1.1.5.2.2. A DBE does not perform a CUF if its role is limited to that of an extra participant in a transaction,Contract,or project through which funds are passed in order to obtain the appearance of DBE participation. Consistent with industry practices and the DOT/Department's DBE program,a DBE subcontractor may enter into second-tier subcontracts,amounting up to 70%of their Contract.Work subcontracted to a non-DBE does not count towards DBE goals.If a DBE does not perform or exercise responsibility for at least 30%of the total cost of its Contract with its own work force,or the DBE subcontracts a greater portion of the work of a Contract than would be expected on the basis of normal industry practice for the type of work involved,it will be presumed that the DBE is not performing a CUF 1.1.5.2.3. A DBE trucking firm(including an owner operator who is certified as a DBE is considered to be performing a CUF when the DBE is responsible for the management and supervision of the entire trucking operation on a particular Contract and the DBE itself owns and operates at least 1 fully licensed,insured,and operational truck used on the Contract. 1.1.5.2.3.1. The Contractor receives credit for the total value of the transportation services the DBE provides on a Contract using trucks it owns,insures,and operates using drivers it employs. 1.1.5.2.3.2. The DBE may lease trucks from another DBE firm,including an owner operator who is certified as a DBE. The DBE who leases trucks from another DBE receives credit for the total value of the transportation services the lessee DBE provides on the Contract. 1.1.5.2.3.3. The DBE may also lease trucks from a non-DBE firm,including from an owner-operator.The DBE who leases trucks from a non-DBE is entitled to credit for the total value of transportation services provided by non-DBE lessees not to exceed the value of transportation services provided by the DBE-owned trucks on the Contract.Additional participation by non-DBE lessees receive credit only for the fee or commission it receives as result of the lease arrangement 1.1:5.2.3.4. A lease must indicate that the DBE has exclusive use of and control over the trucks giving the DBE absolute priority for use of the leased trucks.Leased trucks must display the name and identification number of the DBE. 1.1.5.2.4. When a DBE is presumed not to be performing a CUF the DBE may present evidence to rebut this presumption. 1.1.5.2.5. Project materials or supplies acquired from an affiliate of the prime Contractor can not directly or indirectly (2nd or lower tier subcontractor)be used for DBE goal credit. 1.1.5.3. A Contractor may count toward its DBE goals expenditures for materials and supplies obtained from a DBE manufacturer,provided that the.DBE assumes the actual and contractual responsibility for the materials and supplies.Count expenditures with DBEs for materials or supplies toward DBE goals as provided in the following: 1.1.5.3.1. If the materials or supplies are obtained from a DBE manufacturer,count 100%of the cost of the materials or supplies toward DBE goals.(Definition of a DBE manufacturer found at 1A.c.(1)of this provision.) 5 222 000-007L For purposes of this Section(1.A.c.(1)),a manufacturer is a firm that operates or maintains a factory or establishment that produces,on the premises,the materials,supplies,articles,or equipment required under the Contract and of the general character described by the specifications. 1.1.5.3.2. If the materials or supplies are purchased from a DBE regular dealer,count 60%of the cost of the materials or supplies toward DBE goals. For purposes of this Section(1.A.5.c.(2)),a regular dealer is a firm that owns,operates,or maintains a store,. warehouse,or other establishment in which the materials,supplies,articles or equipment of the general character described by the specifications and required under the Contract are bought,kept in stock,and regularly sold or leased to the public in the usual course of business: 1.1.5.3.2.1. To be a regular dealer;the firm must be an established,regular business that engages,as its principal business and under its own name,in the purchase and sale or lease of the products in question. 1.1.5.3.2.2. A person may be a regular dealer in such bulk items as petroleum products,steel,cement,gravel,stone or asphalt without owning,operating,or maintaining a place of business as provided in the first paragraph under Section 1.A.5.c.(2),if the person both owns and operates distribution equipment for the products.Any supplementing of regular dealers'own distribution equipment shall be by a long-term lease agreement and not on an ad hoc or contract-by-contract basis. 1.1.5.3.2.3. Packagers,brokers,manufacturers'representatives,or other persons who arrange or expedite transactions are not regular dealers within the meaning of Section 1.A.5.c.(2). 1.1.5.3.3. With respect to materials or supplies purchased from DBE which is neither a manufacturer nor a regular dealer,count the entire amount of fees or commissions charged for assistance in the procurement of the materials and supplies,or fees or transportation charges for the delivery of materials or supplies required on a job site,toward DBE goals,provided you determine the fees to be reasonable and not excessive as compared with fees customarily allowed for similar services. Do not count any portion of the cost of the materials and supplies themselves toward DBE goals. 1.1.5.3.4. Count the entire amount of fees or commissions charged by a DBE firm for providing a bona fide service, such as professional,technical,consultant or managerial services,or for providing bonds or insurance specifically required for the performance of a DOT-assisted Contract,toward DBE goals,provided you determine the fee to be reasonable and not excessive as compared with fees customarily allowed for similar services. 1.1.5.4. If the Contractor chooses to assist a DBE firm,other than a manufacturing material supplier or regular dealer, and the DBE firm accepts the assistance,the Contractor may act solely as a guarantor by use of a two-party check for payment of materials to be used on the project by the DBE.The material supplier must invoice the DBE who will present the invoice to the Contractor.The Contractor may issue a joint check to the DBE and the material supplier and the DBE firm must issue the remittance to the material supplier.No funds shall go directly from the Contractor to the material supplier.The DBE firm may accept or reject this joint checking arrangement. The Contractor must obtain approval from the Owner before implementing the use of joint check arrangements with the DBE.Submit to the Owner,Joint Check Approval Form 2178 for requesting approval. Provide copies of cancelled joint checks upon request.No DBE goal credit will be allowed for the cost of DBE materials that are paid by the Contractor directly to the material supplier. 1.1.5.5. No DBE goal credit will be allowed for supplies and equipment the DBE subcontractor leases from the Contractor or its affiliates. 1.1.5.6. No DBE goal credit will be allowed for the period of time determined by the Owner that the DBE was not performing a CUF.The denial period of time may occur before or after a determination has been made by the Owner.In case of the denial of credit for non-performance of a CUF of a DBE,the Contractor will be 6 223 000.007L required to provide a substitute DBE to meet the Contract goal or provide an adequate good faith effort when applicable. 1.1.6. Records and Reports. 1.1.6.1. The Contractor shall submit monthly reports,after work begins,on DBE payments to meet the DBE goal and for DBE or HUB race-neutral participation.Report payments made to non-DBE HUBs.The monthly report is to be sent to the Owner.These reports will be due within 15 days after the end of a calendar month.These reports will be required until all DBE subcontracting or material supply activity is completed.Form SMS.4903, "DBE Progress Report,"is to be used for monthly reporting.Form.SMS.4904,"DBE Final Report,"is to be used as a final summary of DBE payments submitted upon completion of the project. The original final report must be submitted to the Owner.These forms may be obtained from the Owner or may be reproduced by the Contractor.The Owner may verify the amounts being reported as paid to DBEs by requesting copies of cancelled checks paid to DBEs on a random basis.Cancelled checks and invoices should reference the Owner's project number. 1.1.6.2. DBE subcontractors and/or material suppliers should be identified on the monthly report by Vendor Number, name,and the amount of actual payment made to each during the monthly period.Negative reports are required when no activity.has occurred in a monthly.period. 1.1.6.3: All such records must be retained for a period of 3 years following completion of the Contract work,and shall be available at reasonable times and places for inspection by authorized representatives of the Owner,the Department or the DOT.Provide copies of subcontracts or agreements and other documentation upon request. 1.1.6.4. Before receiving final payment,the Contractor shall.submit Form SMS.4904,"DBE Final Report".If the DBE goal requirement is not met,documentation supporting Good Faith Efforts,as outlined in Section 1.A.3.c of this Special Provision,must be submitted with the"DBE Final Report." 1.1.6.5. Provide a certification of prompt payment in accordance with the Owner's prompt payment procedure to certify that all subcontractors and suppliers were paid from the previous months payments and retainage was released for those whose work is complete.Submit the completed form each month and the month following the month when final acceptance occurred at the end of the project. 1.1.7. Compliance of Contractor.To ensure that DBE requirements of this DOT assisted Contract are complied with,the Owned will monitor the Contractor's efforts to involve DBEs during the performance of this Contract. This will be accomplished by a review of monthly reports submitted to the Owner by the Contractor indicating his progress in achieving the DBE Contract goal,and by compliance reviews conducted on the project site by the Owner. The Contractor shall receive credit toward the DBE goal based on actual payments to the DBE subcontractor.The Contractor shall notify the Owner if he/she withholds or reduces payment to any DBE subcontractor.The Contractor shall submit an affidavit detailing the DBE subcontract payments before receiving final payment for the Contract. Contractors'requests for substitutions of DBE subcontractors shall be accompanied by a detailed explanation which should substantiate the need for a substitution.The Contractor may not be allowed to count work on those items being substituted toward the DBE goal before approval of the substitution from the Owner. The prime Contractor is prohibited from providing work crews and equipment to DBEs.DBE Goal credit for the DBE subcontractors leasing of equipment or purchasing of supplies from the prime Contractor or its affiliates is not allowed. When a DBE.subcontractor named in the commitment under Section 1.A.3.a.of this Special Provision,is terminated or fails to complete its work on the Contract for any reason,the prime Contractor is required to 7 224 000.007L make good faith efforts to find another DBE subcontractor to substitute for the original DBE.These good faith efforts shall be directed at finding another DBE to perform at least the same amount of work under the Contract as the DBE that was terminated,to the extent needed to meet the Contract goal. A Contractor's failure to comply with the requirements of this Special Provision shall constitute a material breach of this Contract.In such a case,the Owner reserves the right to terminate the Contract;to deduct the amount of DBE goal not accomplished by DBEs from the money due or to become due the Contractor,or to secure a refund,not as a penalty but as liquidated damages to the Owner or such other remedy or remedies as the Owner deems appropriate. Forward Form 2371,"DBE Trucking Credit Worksheet,"completed by the DBE trucker every month DBE credit is used. 1.2. Article B.Race-Neutral Disadvantaged Business Enterprise Participation.It is the policy of the DOT that Disadvantaged Business Enterprises(DBE)as defined in 49 CFR Part 26 Subpart A,be given the opportunity to compete fairly for Contracts and subcontracts financed in whole or in part with Federal funds and that a maximum feasible portion of the Department's overall DBE goal be met using race-neutral means. Consequently,if there is no DBE goal,the DBE requirements of 49 CFR Part 26,apply to this Contract as follows: The Contractor will offer DBEs as defined in 49 CFR Part 26,Subpart A,the opportunity to compete fairly for Contracts and subcontractors financed in whole or in part with Federal funds.Race-Neutral DBE and non- DBE HUB participation on projects with no DBE goal shall be reported on Form SMS.4903,"DBE or HUB Progress Report"and submitted to the Owner each month and at project completion.Payments to DBEs reported on Form SMS.4903 are subject to the requirements of Section 1.1.5.,"Determination of DBE Participation." The Contractor,subrecipient or subcontractor shall not discriminate on the basis of race,color,national origin,or sex in the performance of this Contract.The Contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of DOT-assisted Contracts.Failure by the Contractor to carry out these requirements is a material breach of this Contract,which may result in the termination of this Contractor such other remedy as the recipient deems appropriate. 8 225 000.010 Special Provision to Item 000 = ® Important Notice to. Contractors „ By the 20th day of each month,report to the Engineer the number of incidents and injuries that occurred on the project the previous month.Report: ■ the total number of incidents and injuries for the Contractor and all subcontractors,and • the number of Contractor and subcontractor-related incidents and injuries that involved a third party. An"incident'is defined as any work-related occurrence that caused damage only to vehicles,equipment, materials,etc. An"injury"is defined as an OSHA recordable injury. Acquire an Electronic Project Records System(EPRS)account to report incidents and injuries.Submit an EPRS User Access Request Form(Form 2451)to request an account.This form can be found at http://www.txdot.aov/business/resources/doing-business/prequalification.html. Report injuries and incidents using the EPRS website located at https://apes.dot.state.tx.us/apes/eprs/Iniurvincident/IniNlncdt.aspx. Failure to submit this information to the Engineers by the 20th day of each month will result in the Department taking actions including,but not limited to withholding estimates and suspending the work.This report will not be paid for directly,but will be considered subsidiary to Items of the contract. 1 09-14 Statewide 226 000-241 • Special Provision 000 ® Wows Cargo Preference Act Requirements in Federal Aid Arepartment Contracts 1. DESCRIPTION All recipients of federal financial assistance are required to comply with the U.S.Department of Transportation's(DOT)Cargo Preference Act Requirements,46 CFR Part 381,Use of United States-Flag Vessels. This requirement applies to material or equipment that is acquired specifically for a Federal-aid highway project. It is not applicable to goods or materials that come into inventories independent of a Federal Highway Administration(FHWA)funded contract. When oceanic shipments are necessary for materials or equipment acquired for a specific Federal-aid construction project,the contractor agrees to: • Utilize privately owned United States-flag commercial vessels to ship at least 50 percent of the gross tonnage(computed separately for dry bulk carriers,dry cargo liners,and tankers)involved,whenever shipping any equipment,material,or commodities pursuant to this contract,to the extent such vessels are available at fair and reasonable rates for United States-flag commercial vessels. • Furnish a legible copy of a rated,on-board commercial ocean bill-of-lading in English for each shipment of cargo described in paragraph(b)(1)of 46 CFR Part 381 Section 7,"Federal Grant,Guaranty,Loan and Advance of Funds Agreements,"within 20 days following the date of loading for shipments originating within the United States or within 30 working days following the date of loading for shipments originating outside the United States, to both the Engineer(through the prime contractor in the case of subcontractor bills-of-lading)and to the Division of National Cargo,Office of Market Development, Maritime Administration,Washington,DC 20590. • Insert the substance of the provisions of this clause in all subcontracts issued pursuant to this contract. 1 -1 03-16 OTU • 227 000.249 Special Provision 000 _ ® as Certificate of Interested Parties (Form 1295) oT�;, „o„ Submit a signed notarized Form 1295,Certificate of Interested Parties at contract execution and with all contract amendments(including change orders),extensions,and renewals.The form and information and instructions on completing and filing the form are available on the Texas Ethics Commission website. 1 -1 03-16 OTU 228 002.009 Special Provision to Item 2Texas _ ® Instructions to Bidders 'Deansporpartmetaliont „ Item 2,"Instructions to Bidders,"of the Standard Specifications is amended with respect to the clauses cited below.No other clauses or requirements of this Item are waived or changed. Article 2.3.,"Issuing Proposal Forms,"second paragraph,is supplemented by the following. The Department will not issue a proposal form if one or more of the following apply: • the Bidder or affiliate of the Bidder that was originally determined as the apparent low Bidder on a project,but was deemed nonresponsive for failure to submit a DBE commitment as specified in Article 2.14.,"Disadvantaged Business Enterprise (DBE),"is prohibited from rebidding that specific project. Article 2.7.,"Nonresponsive Bid,"is supplemented by the following: The Department will not accept a nonresponsive bid.A bid that has one or more of the deficiencies listed below is considered nonresponsive: • the Bidder failed to submit a DBE commitment as specified in Article 2.14.,"Disadvantaged Business Enterprise(DBE)." Article 2.14.,"Disadvantaged Business Enterprise(DBE),"is added. The apparent low bidder must submit DBE commitment information on federally funded projects with DBE goals within 5 calendar days(as defined in 49 CFR Part 26,Subpart A)of bid opening.For a submission that meets the 5-day requirement, administrative corrections will be allowed. If the apparent low Bidder fails to submit their DBE information within the specified timeframe,they will be deemed nonresponsive and the proposal guaranty will become the property of the State,not as a penalty,but as liquidated damages.The Bidder forfeiting the proposal guaranty will not be considered in future proposals for the same work unless there has been a substantial change in the design of the work.The Department may recommend that the Commission: • reject all bids,or • award the Contract to the new apparent low Bidder,if the new apparent low Bidder submits DBE information within one calendar day of notification by the Department. If the new apparent low Bidder is unable to submit the required DBE information within one calendar day: • the new apparent low Bidder will not be deemed nonresponsive, • the new apparent low Bidder's guaranty will not be forfeited, • the Department will reject all bids,and • the new apparent low Bidder will remain eligible to receive future proposals for the same project. 1-1 01-17 Statewide 229 003.005 Special Provision to Item 3 exas Award and Execution of Contract 'Department Tn Item 3,"Award and Execution of Contract"of the Standard Specifications is amended with respect to the clauses cited below.No other clauses or requirements of this Item are waived or changed. Section 4.2.,"Bonds,"is supplemented by the following: On the Department's form,provide a warranty bond executed by either the manufacturer of the warranted items or the Contractor,and a U.S.Treasury listed surety with attached powers of attorney and notification information.The warranty bond will be for the total amount of the items that are warranted and furnished as a guarantee for the protection of the Department for all labor,materials,equipment and other incidentals for the replacement of defective work. The party providing the warranty bond is responsible for meeting the warranty requirements. 1-1 04-15 Statewide 230 • 006-001 Special Provision to Item 6 �® Control of Materials TOMS For this project,Item 6,"Control of Materials,"of the Standard Specifications,is hereby amended with respect to the clauses cited below,and no other clauses or requirements of this Item are waived or changed. hereby. Article 4.,"Sampling,Testing,and Inspection,"is supplemented by the following: Meet with the Engineer and choose either the Department or a Department-selected Commercial Lab(CL) for conducting the subset of project-level sampling and testing shown in Table 1,"Select Guide Schedule Sampling and Testing."Selection may be made on a test by test basis.CLs will meet the testing turnaround times shown(includes test time and time for travel/sampling and reporting)and in all cases issue test reports as soon as possible. If the Contractor chooses a Department-selected CL for any Table 1 sampling and testing: . • notify the Engineer,District Lab,and the CL of project scheduling that may require CL testing; • provide the Engineer,District Lab,and CL at least 24 hours'notice by phone and e-mail; • reimburse the Department for CL Table 1 testing using the contract fee schedule for the CL(including mileage and travel/standby time)at the minimum guide schedule testing frequencies; • reimburse the Department for CL Table 1 testing above the minimum guide schedule frequencies for retesting when minimum frequency testing results in failures to meet specification limits; • agree with the Engineer and CL upon a policy regarding notification for testing services; • give any cancellation notice to the Engineer,District Lab,and CL by phone and e-mail; • reimburse the Department a$150 cancellation fee to cover technician time and mileage charges for previously scheduled work cancelled without adequate notice,which resulted in mobilization of technician and/or equipment by the CL;and • all CL charges will be reimbursed to the Department by a deduction from the Contractor's monthly pay estimate. If the CL does not meet the Table 1 turnaround times,testing charge to the Contractor will be reduced by 50%for the first late day and an additional 5%for each succeeding late day. Approved CL project testing above the minimum testing frequencies in the Guide Schedule of Sampling and Testing,and not as the result of failing tests,will be paid by the Department. Other project-level Guide Schedule sampling and testing not shown on Table 1 will be the responsibility of the Department. 1 09-14 Statewide 231 006-001 Table 1 Select Guide Schedule Sampling and Testing(Note 1) Turn- TxDOT Test Test Description Around Time r (Calendar days) „,a'.�,._ �� *� h.. ,. . A ". t , 3} .;SOILSIBASEr �T _; ,r ' z. �� -• ` ,:€ P x� Tex-101-E Preparation of Soil and Flexible Base Materials for Testing(included in other tests) Tex-104-E Liquid Limit of Soils(included in 106-E) Tex-105-E Plastic Limit of Soils(included in 106-E) Tex-106-E Calculating the Plasticity.Index of Soils 7 Tex-110-E Particle Size Analysis of Soils 6 Tex-113-E Moisture-Density Relationship of Base Materials 7 Tex-114-E Moisture-Density Relationship of Subgrade and Embankment Soil 7 Tex-115-E Field Method for In-Place Density of Soils and Base Materials 2 Tex-116-E Ball Mill Method for the Disintegration of Flexible Base Material 5 Tex-117-E,Part II Triaxial Compression Tests For Disturbed Soils and Base Materials(Part II) 6 Tex-113-E Moisture-Density Relationship of Base Materials with Triaxial Compression Tests For Disturbed Soils and 10 w!Tex-117-E Base Materials(Part II) Tex-140-E Measuring Thickness of Pavement Layer 2 Tex-145-E Determining Sulfate Content in Soils-Colorimetric Method 4 .�� ` ._ � ._. •- .. . . <.,_.` . . ., ._=FIOTkMIX`ASPHALT,��_,::�r. . ,.r .,?`�, � �..._ . �..1.�`.� �,s�`, ?. ..., Tex-200-F Sieve Analysis of Fine and Coarse Aggregate(dry,from ignition oven with known correction factors) 1 (Note 2) Tex-203-F Sand Equivalent Test 3 Tex-206=F, . (Lab-Molded Density of Production Mixture—Texas Gyratory) wl Tex 207 F,Part I, Method of Compacting Test Specimens of Bituminous Mixtures with Density of Compacted Bituminous 1 w/Tex-227-F Mixtures,.Part I-Bulk Specific Gravity of Compacted Bituminous Mixtures,with Theoretical Maximum (Note 2) Specific Gravity of Bituminous Mixtures Tex-207 F,Part I (In-Place Air Voids of Roadway Cores) 1 8Jor Part VI Density of Compacted Bituminous Mixtures,Part I-Bulk Specific Gravity of Compacted Bituminous (Note 2) Mixtures&Ior Part VI-Bulk Specific Gravity of Compacted Bituminous Mixtures Using the Vacuum Method Tex 207 F,Part V Density of Compacted Bituminous Mixtures,Part V-Determining Mat Segregation using a Density-Testing 3 Gauge Tex-207 F,Part VII Density of Compacted Bituminous Mixtures,Part VII-Determining Longitudinal Joint Density using a 4 Density-Testing Gauge Tex-212-F Moisture Content of Bituminous Mixtures 3 Tex-217-F Deleterious Material and Decantation Test for Coarse Aggregate 4 Tex-221-F Sampling Aggregate for Bituminous Mixtures,Surface Treatments,and LRA(included in other tests) Tex-222-F Sampling Bituminous Mixtures(included in other tests) Tex-224-F Determination of Flakiness Index 3 Tex-226-F Indirect Tensile Strength Test(production mix) 4 Tex-235-F Determining Draindown Characteristics in Bituminous Materials 3 Tex 236 F Asphalt Content from Asphalt Paving Mixtures by the Ignition Method(Determining Correction Factors) 4 (Correction Factors) Tex-236-F Asphalt Content from Asphalt Paving Mixtures by the Ignition Method(Production Mixture) 1 (Note 2) Tex 241 F (Lab-Molded Density of Production Mixture—Superpave Gyratory) w!Tex-207-F,Part I, Superpave Gyratory Compacting of Specimens of Bituminous Mixtures(production mixture)with Density 1 wl Tex 227 F of Compacted Bituminous Mixtures,Part I-Part I-Bulk Specific Gravity of Compacted Bituminous (Note 2) Mixtures,with Theoretical Maximum Specific Gravity of Bituminous Mixtures Tex-242-F Hamburg Wheel-Tracking Test(production mix,molded samples) • 3 Tex-244-F Thermal Profile of Hot Mix Asphalt 1 Tex-246-F Permeability of Water Flow of Hot Mix Asphalt 3 Tex-280-F Flat and Elongated Particles 3 Tex-530-C Effect of Water on Bituminous Paving Mixtures(production mix) 4 2 09-14 Statewide 232 006.001 Tex-400-A Sampling Flexible Base,Stone,Gravel,Sand,and Mineral Aggregates 3 Tex-410-A Abrasion of Coarse Aggregate Using the Los Angeles Machine 5 Tex-411-A Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate 12 Tex-461-A Degradation of Coarse Aggregate by Micro-Deval Abrasion 5 , :: "r._..';�f . ..: >>. •-"CHEMICAL: ? x '. .r 4. - �_.�� „ _ s� r _. '�v Tex-612-J Acid Insoluble Residue for Fine Aggregate 4 HMA Production Specialist[TxAPA—Level 1-A]($/hr) HMA Roadway.Specialist[TxAPA-Level 1-B]($/hr) Technician Travel/Standby Time($/hr) Per Diem($/day—meals and lodging) Mileage Rate($/mile from closest CL location) Note 1—Turn-Around Time includes test time and time for travellsampling and reporting. Note 2—These tests require turn-around times meeting the governing specifications.Provide test results within the stated turn-around time. CL is allowed one additional day to provide the signed and sealed report. 3 09-14 Statewide 233 007-001 L Special Provision to Item 7 Legal Relations and Responsibilities Item 7,"Legal Relations and Responsibilities,"of the Standard Specifications is amended with respect to the clauses cited below. No other clauses or requirements of this Item are waived or changed. Section 2.6.5.,"Training",is supplemented by the following: Coordinate enrollment,pay associated fees,and successfully complete approved Training or Contractor Delivered Training. Training is valid for the period prescribed by the provider but no less than 3 yrs.from the date of completion.The Owner may require training at a frequency less than the period prescribed or 3 yrs.based on Owner's needs.Training and associated fees will not be measured or paid for directly but are considered subsidiary to pertinent Items. 2.6.5.1. Approved Training.Approved training is listed below: 2.6.5.1.1 Contractor Responsible Person and Alternate. Provider Course Title American Traffic Safety Services Association Traffic Control Supervisor National Highway Institute Maintenance of Traffic Control for Supervisors 2.6.5.1.2. Flagger Instructor Training. - Provider Course Title American Traffic Safety Services Association Flagging Instructor Training Course Texas Engineering Extension Services Train-the-Trainer Flaggers • National Safety Council Flagger(Instructor) University of Texas at Arlington, Certified Flagger Instructor Division for Enterprise Development Flagger Training. Provider Course Title Texas Engineering Extension Services Flaggers in Work Zones National Safety Council Flagger(Novice) University of Texas at Arlington, Flaggers in Work Zones(TxDOT Training) Continuing Education Department University of Texas at Arlington, WZ Traffic ContraVQualified Flagger Continuing Education Department Associated Builders and Contractors, Flagger Training Austin Chapter LDI Safety Training Flagger Training Tipton Compliance and Safety Flagger Training 1-2 234 007.001L 2.6.5.1.3. Law Enforcement Personnel. Provider Course Title National Highway Institute Safe and Effective Use of Law Enforcement Personnel in Work Zones 2.6.5.1.4. Other Work Zone Personnel. Provider Course Title American Traffic Safety Services Association Traffic Control Technician Training Texas Engineering Extension Services Work Zone Traffic Control National Highway Institute Maintenance of Traffic Control for Technicians National Highway Institute Maintenance Training Series:Basics of Work Zone Traffic Control 2.6.5.2. Contractor Delivered Training.Develop Contractor Delivered Training curriculum and submit the curriculum to the Owner for approval.Do not implement the training curriculum before receiving written approval from the Owner.The work performed and materials furnished to develop the curriculum and provide training will not be measured or paid for directly but will be considered subsidiary to pertinent Items. A contractor's certified flagging instructor is permitted to train other flaggers. 2-2 235 007-003 • Special Provision to Item 7 _ ® Legal Relations and Responsibilities AD er opartment exas Item 7,"Legal Relations and Responsibilities"of the Standard Specifications is amended with respect to the clauses cited below. No other clauses or requirements of this Item are waived or changed. Article 7.3.,"Laws To.Be Observed,"is supplemented by the following: By entering into Contract,the Contractor agrees to provide or make available to the Department records,including electronic records related to the Contract for a period of 3 years after the final payment.Failure to provide access to the required documents may result in action by the Department. 1 -1 09-15 Statewide 236 007-004 Special Provision to Item 7 ® Legal Relations and ResponsibilitiesAir Texas of 7iansportation Item 7,"Legal Relations and Responsibilities,"of the Standard Specifications is amended with respect to the clauses cited below. No other clauses or requirements of this Item are waived or changed. Section 7.7.2.,"Texas Pollutant Discharge Elimination System(TPDES)Permits and Storm Water Pollution Prevention Plans(SWP3),"is voided and replaced by the following: 7.2. Texas Pollution.Discharge Elimination System(TPDES)Permits and Storm Water Pollution Prevention Plans (SWP3). 7.2.1. Projects with less than one acre of soil disturbance including required associated project specific locations (PSL's)per TPDES GP TXR 150000. No posting or filing will be required for soil disturbances within the right of way.Adhere to the requirements of the SWP3. 7.2.2. Projects with one acre but less than five acres of soil disturbance including required associated PSL's per TPDES GP TXR 150000. The Department will be considered a primary operator for Operational Control Over Plans and Specifications as defined in TPDES GP TXR 150000 for construction activity in the right of way.The Department will post a small site notice along with other requirements as defined in TPDES GP TXR 150000 as the entity of having operational control over plans and specifications for work shown on the plans in the right of way. The Contractor will be considered a Primary Operator for Day-to-Day Operational Control as defined in TPDES GP TXR 150000 for construction activity in the right of way. In addition to the Department's actions,the Contractor will post a small site notice along with other requirements as defined in TPDES GP TXR 150000 as the entity of having day-to-day operational control of the work shown on the plans in the right of way.This is in addition to the Contractor . being responsible for TPDES GP TXR 150000 requirements for on-right of way and off-right of way PSL's.Adhere to all requirements of the SWP3 as shown on the plans.The Contractor will be responsible for Implement the SWP3 for the project site in accordance with the plans and specifications,TPDES General Permit TXR150000,and as directed. 7.2.3. Projects with 5 acres or more of soil disturbance including required associated PSL's per TPDES GP TXR 150000. The Department will be considered a primary operator for Operational Control Over Plans and Specifications as defined in TPDES GP TXR 150000 for construction activities in the right of way.The Department will post a large site notice,file a notice of intent(N01),notice of change(NOC),if applicable,and a notice of termination(NOT)along with other requirements per TPDES GP TXR 150000 as the entity having operational control over plans and specifications for work shown on the plans in the right of way. The Contractor will be considered a primary operator for Day-to-Day Operational Control as defined in TPDES GP TXR 150000 for construction activities in the right of way.In addition to the Department's actions,the Contractor shall file a NOI,NOC,if applicable,and NOT and post a large site notice along with other requirements as the entity of having day-to-day operational control of the work shown on the plans in the right of way.This is in addition to the Contractor 1 -2 10-15 Statewide 237 007.004 being responsible for TPDES GP TXR 150000 requirements for on-right of way and off-right of way PSL's. Adhere to all requirements of the SWP3 as shown on the plans. 2-2 10-15 Statewide 238 132.001 Special Provision to Item )14"-® Texas Embankment e>�� Item 132,"Embankment"of the Standard Specifications is amended with respect to the clauses cited below.No other clauses or requirements of this Item are waived or changed. Article 132.2.,"Materials",is supplemented with the following: • Type E.Cement stabilized material consisting of Type CS select backfill meeting the requirements of Section 423.2.4.2.Table 2.Select Backfill Gradation Limits and hydraulic cement meeting the requirements of DMS-4600, "Hydraulic Cement,"and the Department's Hydraulic Cement Quality Monitoring Program(HCQMP).Sources not on the HCQMP will require testing and approval before use. Article 132.2.,"Materials",the last paragraph is voided and not replaced. Section 132.3.3,"Embankments Adjacent to Culverts and Bridges",is voided and replaced by the following: 132.3.3.Embankments Adjacent to Culverts and Bridges. Except as noted below,in Section 132.3.4,compact embankments adjacent to culverts,under bridge approach slabs,and adjacent to abutments where using Wide Flange Terminal Anchorage systems but not cement stabilized embankment,in accordance with Item 400,"Excavation and Backfill for Structures." Section 132.3.4.,"Compaction Methods",the first paragraph is supplemented by the following: When cement stabilized backfill embankment,reinforced volume embankment,retaining wall foundation improvements,or embankment foundation improvements are shown on the plans,compact each layer to the required density,in accordance with Section 276.4.3,"Compaction." Article 132.3.,"Construction",is supplemented with the following: Section 132.3.7 Cement Stabilized Backfill Embankment(CSBE).Provide Type E material for cement stabilized backfill embankment.Place CSBE for embankments,retaining wall foundation improvements,embankment foundation improvements and backfill material placed between the reinforced volume of retaining walls in accordance with the requirements of Section 423.2.4.4,"Cement Stabilized Backfill"at the locations shown on the plans or as directed. Article 132.5.,"Payment",the first paragraph is voided and replaced by the following: The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Embankment(Final),""Embankment(Original),"or"Embankment(Vehicle),"of the compaction method and type specified.Where Cement Stabilized Backfill Embankment(CSBE)is shown on the plans,it will be paid for at the unit price bid for"Embankment(Final)(CSBE)","Embankment(Final)(CSBE)(Retaining Wall Foundation Improvement),""Embankment(Final)(CSBE)(Embankment Foundation Improvement),"or"Embankment(Final)(CSBE) (Reinforced Volume of Retaining Walls)of the compaction method and type shown on the plans.When the embankment adjacent to the cement stabilized reinforced volume is not cement stabilized,the cement stabilized reinforced volume will be paid as"Embankment(Final)"of the compaction method and type shown on the plans.This price is full compensation for all cement, cement treatment and stabilization,furnishing embankment,hauling,placing,compacting,curing,finishing,and reworking; disposal of waste material;and equipment,labor,tools,and incidentals. • 1-1 12-14 Houston District 239 192.001 Special Provision to Item 192 Landscape Plantingof ThansportatIon 'Texas Item 192,"Landscape Planting,"of the Standard Specifications,is amended with respect to the clauses cited below. No other clauses or requirements of this Item are waived or changed. Section 3.15.,"Maintenance". The second sentence is voided and replaced by the following: Perform the maintenance work for a minimum of 365 calendar days at designated locations by following the work schedule and frequencies shown on the plans. Section 3.15.9.,"Plant Replacement,"is voided and replaced by the following: Remove and dispose of dead and damaged plants from the worksite as directed. Replace plants as originally specified prior to each payment as specified under Article 192.5.,"Payment". Article 192.5.,"Payment,"is voided and replaced by the following: The work performed and the materials furnished in accordance with this Item and measured as provided under"Measurement" will be paid for at the unit price bid for"Plant Material"of the size,"Plant Material"of the type,"Plant Material"of the size and type specified,"Plant Material"of the group specified or"Palm Material"of the type specified. This price is full compensation for furnishing the plant,mulch,plant soil mix,landscape edge,plant bed preparation and vegetation barrier,unless mulch,plant soil mix,landscape edge,plant bed preparation and vegetation barrier are specified as separate items. Payment for"Plant Material" and"Palm Material"will be handled in the following manner: 5.1. Initial Payment. When the planting and installation of related materials are completed and approved,55%of the unit • price bid for each plant will be paid. 5.2. Eleven 30-Day Payment. Following the initial payment,when the eleven 30-day periods of the 365-day maintenance (see Section 192.3.15,"Maintenance")are completed and approved,an additional 3.75%of the total price bid for all plants will be paid,but if the maintenance is not completed and approved for a 30-day period,that 3.75%will be forfeited. 5.3. Final Payment. When the final 35 days of the 365-day maintenance are completed and approved,and after final inspection and acceptance,an additional 3.75%of the total price bid for all plants will be paid,but if the maintenance is not completed and approved,that 3.75%will be forfeited. When mulch,plant soil mix,landscape edge,plant bed preparation and vegetation barrier are specified as separate pay items, the work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Mulch"or"Mulch"of the type specified,"Plant Soil Mix"or"Plant Soil Mix"of the type specified, "Landscape Edge"or"Landscape Edge"of the type specified,"Plant Bed Preparation"or"Plant Bed Preparation"of the type specified,and"Vegetation Barrier"or"Vegetation Barrier"of the type specified. Each price is full compensation for materials, equipment,labor,tools,and incidentals. 1 -1 08-15 Statewide 240 300.009 Special Provision to Item 300 as Asphalts, Oils, and Emulsions o epaon Item 300,"Asphalts,Oils,and Emulsions,"of the Standard Specifications is amended with respect to the clauses cited below.No other clauses or requirements of this Item are waived or changed. Article 300.2.,"Materials."The first paragraph is voided and replaced by the following. Provide asphalt materials that meet the stated requirements when tested in accordance with the referenced Department, AASHTO,and ASTM test methods.Use asphalt containing recycled materials only if the recycled components meet the requirements of Article 6.9,"Recycled Materials."Provide asphalt materials that the Department has preapproved for use in accordance with Tex-545-C,"Asphalt Binder Quality Program." Inform the Department of all additives or modifiers included in the asphalt binder as part of the facility quality plan,as required by Tex-545-C,"Asphalt Binder Quality Program,"and provide that information to Department personnel.The Department reserves the right to prohibit the use of any asphalt additive or modifier. Section 300.2.10."Performance-Graded Binders,"is supplemented by the following: Limit the use of polyphosphoric acid to no more than 0.5%by weight of the asphalt binder. Limit the use of re-refined engine oil bottoms to no more than 5.0%by weight of the asphalt binder. 1-1 06-15 Statewide 241 421.002 ® Special Provision to Item 421 Hydraulic Cement Concrete JP"Texas e „o„ Item 421,"Hydraulic Cement Concrete"of the Standard Specifications is amended with respect to the clauses cited below.No other clauses or requirements of this Item are waived or changed. Article 421.4.2,"Mix Design Proportioning,"Table 8 is voided and replaced by the following. Table 8 Concrete Classes Class of Design Max Coarse Mix Strength,1 w/cm Aggregate Cement Design Exceptions to General Usages Concrete Min f.(psi) Ratio Gradesz3.4 Types Options Mix Design Options When the cementitious material Curb,gutter,curb&gutter,conc. content does not exceed retards,sidewalks,driveways, A 3,000 0.60 1-4,8 520 lb./cu.yd.,Class C fly ash back-up walls,anchors,non- I,II,I/II,IL, 1,2,4,&7 may be used instead of Class F 'reinforced drilled shafts IP,IS,IT,V fly ash. Riprap,traffic signal controller B 2,000 0.60 2-7 foundations,small roadside signs,and anchors Drilled shafts,bridge substructure,bridge railing, C6 3,600 0.45 1-6I,II,I/II,IP, 1-8 culverts except top slab of direct IS,IF,V traffic culverts,headwalls,wing walls,inlets,manholes,concrete traffic barrier When the cementitious material Seal concrete I,II,I/II, content does not exceed 520 E 3,000 0.50 2-5 IL,IP,IS, lb./cu.yd.,Class C fly ash may IF,V be used instead of Class F fly 1-8 ash. I,II,I/ll,IP, Railroad structures;occasionally F6 Note 0.45 2-5 IS,IF,V for bridge piers,columns,or bents Do not use Type III cement in Precast concrete,post-tension mass placement concrete. members H6 Note 0.45 3-6 III,I/II,III, 1-5 Up to 20%of blended cement IP,IS,ITS,V may be replaced with.listed SCMs when Option 4 is used for precast concrete. S6 4,000 0.45 2� I,II,I/II,IP, 1-8 Bridge slabs,top slabs of direct IS,ITT,V traffic culverts,approach slabs See When the cementitious material Concrete pavement Item 360, III,I/II,IL, content does not exceed 520 P "Concrete 0.50 2-3 IP,IS,IT,V 1-8 lb./cu.yd.,Class C fly ash may • Pavement" be used instead of Class F fly ash. CO6 4,600 0.40 6 Bridge deck concrete overlay 1-8 LMC6 4,000 0.40 6-8 Latex-modified concrete overlay I,II,I/II,IP, Use a minimum cementitious Slurry displacement shafts, IS,IF,V material content of 658 lb./cu. underwater drilled shafts SS6 3,600 0.45 4-6 1-8 yd.of concrete. Limit the alkali loading to 4.0 lbs./cu.yd.or less when using option 7. 1-3 04-16 Statewide 242 421.002 Class of Design Max Coarse Cement Mix Exceptions to Concrete Strength,1 wlcm Aggregate Types Design Mix Design Options General Usages Min f�(psi) Ratio Gradesz3,4 Options Ks Notes 0.40 Notes I,II,I/II,Ill 1-8 Notes IP,IS,IF,V Mix design options do not apply. Concrete pavement,concrete •HES Notes 0.45 Nates I,IL,II,I/II, 700 lb.of cementitious material pavement repair III per cubic yard limit does not apply. Maximum fly ash replacement for Options 1 and 3 may be "X, increased to 45%. (HPC) Note11 0.45 Note11 I,II,.I/II,Ill 1-5,&8 Up to 20%of a blended cement 6,9,10 IP,IS,IP,Vmay be replaced with listed SCMs for Option 4. Do not use Option 8 for precast concrete. Do not use Class C Fly Ash. Type III-MS may be used where allowed. Type I and Type III cements may "X" be used with Options 1-3,with a (SRC) Note11 0.45 Note++ I/II,II,IP,IS, 1-4 &7 maximum w/cm of 0.40. 6,9,10 IF,V Up to 20%of blended cement may be replaced with listed SCMs when Option 4 is used for precast concrete. Do not use Option 7 for precast concrete12. 1. Design strength must be attained within 56 days. 2. Do not use Grade 1 coarse aggregate except in massive foundations with 4 in.minimum clear spacing between reinforcing steel bars, unless otherwise permitted.Do not use Grade 1 aggregate in drilled shafts. 3. Use Grade 8 aggregate in extruded curbs unless otherwise approved. 4. Other grades of coarse aggregate maybe used in non-structural concrete classes when allowed by the Engineer. 5. For information only. 6. Structural concrete classes. 7. Do not use Type IT cements containing>5%limestone. 8. As shown on the plans or specified. 9. "X'denotes class of concrete shown on the plans or specified. 10. (HPC):High Performance Concrete,(SRC):Sulfate Resistant Concrete. 11. Same as class of concrete shown on the plans. 12. Option 7 will be allowed for precast concrete products included in Items 462,464,and 465. Article 421.4.2.2,"Aggregates,"is supplemented by the following. Use the following equation to determine if the aggregate combination meets the sand equivalency requirement when blending fine aggregate or using an intermediate aggregate: (SE,xP)+(SE2 xP)+(SE,Q xP.a))80% 100 where: SEi=sand equivalency(%)of fine aggregate 1 SE2=sand equivalency(%)of fine aggregate 2 SEra=sand equivalency(%)of intermediate aggregate passing the 3/8 in.sieve Pi=percent by weight of fine aggregate 1 of the fine aggregate blend P2=percent by weight of fine aggregate 2 of the fine aggregate.blend Pa=percent by weight of intermediate aggregate passing the 3/8 in.sieve Article 421.4.2.5,"Slump,"the second paragraph is voided and not replaced. 2-3 04-16 Statewide 243 421.002 Article 421.4.2.7,"Optimized Aggregate Gradation(OAG)Concrete,"the first sentence of the first paragraph is voided and replaced by the following. The gradations requirements in Table 4 and Table 6 do not apply when OAG concrete is specified or used by the Contractor unless otherwise shown on the plans. Article 421.4.6.2,"Delivering Concrete,"the fifth paragraph is voided and replaced with the following: Begin the discharge of concrete delivered in truck mixers within the times listed in Table 14. Concrete delivered after these times,and concrete that has not begun to discharge within these times will be rejected. Article 421.4.8.3,"Testing of Fresh Concrete,"is voided and replaced with the following: Testing Concrete.The Engineer,unless specified in other Items or shown on the plans,will test the fresh and hardened concrete in accordance with the following methods: • Slump.Tex-415-A • Air Content.Tex 414-A or Tex-416-A • Temperature.Tex-422-A • Making and Curing Strength Specimens.Tex-447-A. • Compressive Strength.Tex-418-A • Flexural Strength.Tex-448-A • Maturity.Tex-426-A Flexural strength and maturity specimens will not be made unless specified in other items or shown on the plans.Concrete not meeting fresh concrete testing requirements will be rejected.Fresh concrete exhibiting segregation and excessive bleeding will be rejected. Article 421.4.8.3.1."Job-Control Testing,"is voided and not replaced. 3-3 04-16 Statewide 244 506-003 Special Provision to Item 506 Texas Temporary Erosion, Sedimentation, and Environmental �, Controls Item 506,"Temporary Erosion,Sedimentation,and Environmental Controls,"of the Standard Specifications is amended with respect to the clauses cited below.No other clauses or requirements of this Item are waived or changed. Article 506.1.,"Description."The second paragraph is voided and replaced by the following. Contractor is considered primary operator to have day-to-day operational control as defined in TPDES GP TXR150000. 1.1. For projects with soil disturbance of less than 1 acre,no submittal to TCEQ will be required but Contractor will follow SWP3. For projects with soil disturbance of 1 acre to less than 5 acres a small site notice will be posted at the site.For projects with soil disturbance of 5 acres or more a notice of intent(N01)is required and a large site notice posted at site.Postings will be in accordance with TPDES GP TXR150000.Postings not associated with project specific locations will be in same location as Department's postings. 1.2. Notice of Intent(N01).Submit a NOI,if applicable,with the TCEQ under the.TPDES GP TXR150000 at least 7 days prior to commencement of construction activities at the project site.Provide a signed copy to the Engineer and any other MS4 operators at the time of submittal.The Department will submit their NOI prior to contractor submission and will provide a copy for Contractor's use in completing the Contractor's NOI form. 1.3. Notice of Change(NOC). Upon concurrence of the Engineer,submit a NOC,if applicable,to the TCEQ within 14 days of discovery of a change or revision to the NOI as required by the TPDES GP TXR150000.Provide a signed copy of the NOC to the Engineer and any other MS4 operators at the time of submittal. 1.4. Notice of Termination(NOT). Upon concurrence of the Engineer,submit a NOT,if applicable,to the TCEQ within 30 days of the Engineer's approval that 70%native background vegetative cover is met or equivalent permanent stabilization have been employed in accordance with the TPDES GP TXR 150000.Provide a signed copy of the NOT to the Engineer and any other MS4 operators at the time of submittal. Section 506.3.3.,"Training,"is supplemented by the following: Training is provided by the Department at no cost to the Contractor and is valid for 3 yr.from the date of completion.The Engineer may require the following training at a frequency less than 3 yr.based on environmental needs: • "Environmental Management System'Awareness Training for the Contractor"(English and Spanish) (Approximate running time 20 min.),and • "Storm Water:Environmental Requirements During Construction"(English and Spanish)(Approximate running time 20 min.) The CRPE,alternate CRPE designated for emergencies,.Contractor's superintendent,Contractor,and subcontractor lead personnel involved in soil disturbing or SWP3 activities must enroll in and complete the training listed below and provide the certificate of completion to the Engineer before performing soil disturbing or SWP3 activities on the project.Coordinate enrollment as prescribed by the Department and pay associated fees for the following training: • "Revegetation During Construction" ■ "Construction General Permit Compliance,"and 1-2 10-15 Statewide 245 506-003 ■ "Construction Stage Gate Checklist(CSGC)." Training and associated fee will not be measure or paid for directly but are subsidiary to this Item. • 2-2 10-15 Statewide 246 1006 Special Specification 1006 _== ® Landscape Soil Amendment Are:Int of , 1. DESCRIPTION Install landscape soil amendment as shown on the plans or as directed. 2. MATERIALS Furnish materials in accordance with the plans. 3. CONSTRUCTION Use construction methods in accordance with the plans. 4. MEASUREMENT This Item will be measured by square yard. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Landscape Soil Amendment"or"Landscape Soil Amendment"of type specified. This price is full compensation for furnishing all materials,equipment,labor, and incidentals. 1 -1 08-15 Statewide 247 3021 Special Specification 3021 Concrete Pavement Wide Flange TerminalsApr RICAS 1. DESCRIPTION Construct wide flange terminals for concrete pavement. 2. MATERIALS Furnish materials conforming to the following: a Item 360,"Concrete Pavement," ▪ Item 421,"Hydraulic Cement Concrete," a Item 440,"Reinforcement for Concrete;and • Item 442,"Metal for Structures." Use ASTM A 36 steel for wide-flange structural steel.Shop-fabricate wide-flange beams in accordance with the plans.Unless otherwise shown on the plans,wide-flange beams are not required to be welded or spliced at longitudinal construction joints. 3. CONSTRUCTION Construct concrete pavement wide flange terminals in accordance with the plans. 3.1. Excavation,Backfilling,and Base Preparation.Excavate and backfill in accordance with Item 400, "Excavation and Backfill for Structures,"and the plans.Avoid over-excavation.Restore subgrade and base layers damaged by excavation.Construct subgrade,base,and pavement layers in accordance with the plans: 3.2. Reinforcement and Structural Steel.Secure reinforcement in position before concrete placement in accordance with Item 440,"Reinforcement for Concrete,"and the plans.Accurately secure wide-flange beams in position in accordance with the plans and with sufficient supports to safely maintain alignment during concrete placement and finishing. 3.3. Concrete Placement and Finishing.Use Class P hydraulic cement concrete.Place hydraulic concrete pavement in accordance with Item 360,"Concrete Pavement'Place bridge approach slabs in accordance with Item 422,"Concrete Superstructures." 3.4. Opening to Traffic.Open concrete pavement terminal to traffic in conformance with Item 360,"Concrete Pavement." 4. MEASUREMENT This Item will be measured by the foot of concrete pavement terminal complete in place.Measurement will be made perpendicular to the direction of the flow of traffic. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2,"Plans Quantity Measurement;Additional measurement or calculations will be made if adjustments of quantities are required. 1-2 08-15 Houston District 248 3021 5. PAYMENT The work performed and the materials furnished in accordance with this Item and measured as specified under"Measurement"will be paid for at the unit price bid for"Wide Flange Pavement Terminals This price is full compensation for excavation,disposal of waste material,backfilling,12 in.cement treatment, hydraulic cement concrete(sleeper slab and support slab)underneath the concrete pavement,joint material, reinforcing steel,wide flange beams,equipment,materials,labor,tools and incidentals. Subgrade treatment,asphalt concrete,base material,and curbing required by the plans will be measured and paid for in accordance with pertinent Items.Concrete pavement constructed as part of the concrete pavement terminal will be paid for under Item 360,"Concrete Pavement" 2-2 08-15 Houston District 249 5013 Special Specification 5013 Texas Steel Fence o,Th„ r 1. DESCRIPTION Remove and relocate existing steel fence in accordance with the plans. 2. MATERIALS Furnish materials in accordance with the following: • Item 421,"Hydraulic Cement Concrete" • Item 442,"Metal for Structures"and • Item 446,"Field Cleaning and Painting". After removing the existing steel fence,replace any material deemed not useable for the permanent steel fence of the same design,quality,and look as the existing steel fence.If the Contractor chooses to install a new steel fence,construct it of the same type of steel and configuration as the existing steel fence.A combination of new and existing materials may be used,but only if approved. 3. CONSTRUCTION Provide a permanent steel fence that is equal to or better than the existing steel fence. 3.1. Relocate.Provide a steel fence in the new location that is equal to the design,quality,and look of the existing steel fence.Provide a concrete footing as shown on the plans at no additional cost to the Department. 3.2. Repaint.Contractor to touch up paint as needed on the relocated existing steel fence.Contractor to use weather proof paint of the same color as the existing steel fence,or as approved. 4. MEASUREMENT This Item will be measured by the foot of relocated fence line shown on the plans. 5. PAYMENT The work preformed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Remove and Relocate Steel Fence. This price is full compensation for removing the existing fence;furnishing and installing fencing materials;furnishing additional materials required to complete the work which includes,but is not limited to:paint,concrete footings,labor,tools,equipment,excavation,backfilling,disposal of surplus materials,and incidentals. 1 -1 03-15 OTU 250 6001 Special Specification 6001 Tezas Portable Changeable Message Sign o, , 1. DESCRIPTION Furnish,operate,and maintain portable trailer mounted changeable message sign(PCMS)units. 2. MATERIALS Furnish new or used material in accordance with the requirements of this Item and the details shown on the plans.Provide a self-contained PCMS unit with the following: ■ Sign controller • Changeable Message Sign • Trailer • Power source Paint the exterior surfaces of the power supply housing,supports,trailer,and sign with Federal Orange No.22246 or Federal Yellow No. 13538 of Federal Standard 595C,except paint the sign face assembly flat black. 2.1. Sign Controller.Provide a controller with permanent storage of a minimum of 75 pre-programmed messages.Provide an external input device for random programming and storage of a minimum of 75 additional messages.Provide a controller capable of displaying up to 3 messages sequentially.Provide a controller with adjustable display rates.Enclose sign controller equipment in a lockable enclosure. 2.2. Changeable Message Sign.Provide a.sign capable of being elevated to at least 7 ft.above the roadway surface from the bottom of the sign.Provide a sign capable of being rotated 360°and secured against movement in any position. Provide a sign with 3 separate lines of text and 8 characters per line minimum..Provide a minimum 18 in. character.height.Provide a 5 x 7 character pixel matrix.Provide a message legibility distance of 600 ft.for nighttime conditions and 800 ft.for normal daylight conditions.Provide for manual and automatic dimming light sources. The following are descriptions for 3 screen types of PCMS: • Character Modular Matrix.This screen type comprises of character blocks. . • Continuous Line Matrix.This screen type uses proportionally spaced fonts for each line of text. • Full Matrix.This screen type uses proportionally spaced fonts,varies the height of characters,and displays simple graphics on the entire sign. 2.3. Trailer.Provide a 2 wheel trailer with square top fenders,4 leveling jacks,and trailer lights. Do not exceed an overall trailer width of 96 in.Shock mount the electronics and sign assembly. 2.4. Power Source.Provide a diesel generator,solar powered power source,or both.Provide a backup power source as necessary. 2.5. Cellular Telephone.When shown on the plans,provide a cellular telephone connection to communicate with the PCMS unit remotely. 1 09-14 Statewide 251 6001 3. CONSTRUCTION Place or relocate PCMS units as shown on the plans or as directed.The plans will show the number of PCMS units needed,for how many days,and for which construction phases. Maintain the PCMS units in good working condition.Repair damaged or malfunctioning PCMS units as soon as possible. PCMS units will remain the property of the Contractor. 4. MEASUREMENT This Item will be measured by each PCMS or by the day used.All PCMS units must be set up on a work area and operational before a calendar day can be considered measurable.When measurement by the day is specified,a day will be measured for each PCMS set up and operational on the worksite. 5. PAYMENT The work performed and materials fumished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Portable Changeable Message Sign."This price is full compensation for PCMS units;set up;relocating;removing;replacement parts;batteries(when required); fuel,oil,and oil filters(when required);cellular telephone charges(when required);software;and equipment, materials,tools,labor,and incidentals. 2 09-14 Statewide 252 6002 Special Specification 6002 ® • Video Imaging Vehicle Detection System o „ 1. DESCRIPTION Install a Video Imaging Vehicle Detection System(VIVDS)that monitors vehicles on a roadway via processing of video images and provides detector outputs to a traffic controller or similar device. A VIVDS configuration for a single intersection will consist of variable focal length cameras,VIVDS card rack processor system,and all associated equipment required to setup and operate in a field environment, including a video monitor and laptop(if required),connectors,and camera mounting hardware.. The system is composed of these principal items:the cameras,the field communications link between the camera and the VIVDS processor unit,and the VIVDS processor unit along with a PC,video monitor,or associated equipment required to setup the VIVDS and central control software to communicate to the VIVDS processor. The VIVDS Card Rack Processor must be either NEMA TS 2 TYPE 1 or TYPE 2.TYPE 2 must have RS 485 SDLC. 2. DEFINITIONS 2.1. VIVDS Processor Unit.The electronic unit that converts the video image provided by the cameras, generates vehicle detections for defined zones,and collects vehicular data as specified. 2.2. VIVDS Processor System.One or more VIVDS processor modular units required to handle the number of camera inputs. 2.3. Central Control.A remotely located control center,which communicates with the VIVDS.The VIVDS operator at the central control has the ability to monitor the operation and modify detector placement and configuration parameters.The equipment that constitutes central control is comprised of a workstation microcomputer along with the associated peripherals as described in this Special Specification. 2.4. ' Field Setup Computer.A portable microcomputer used to set up and monitor the operation of the VIVDS processor unit.If required to interface with the VIVDS processor unit,the field setup computer with the associated peripherals described in this Special Specification and a video monitor,also described in this Special Specification,must be supplied as part of the VIVDS. 2.5. Field Communications Link.The communications connection between the camera and the VIVDS processor unit.The primary communications link media may be coaxial cable or fiber optic cable. 2.6. Remote Communications Link.The communications connection between the VIVDS processor unit and the central control. 2.7. Camera Assembly.The complete camera or optical device assembly,used to collect the visual image.The camera assembly consists of a charged coupled device(CCD)camera,environmental enclosure,sun shield, temperature control mechanism,and all necessary mounting hardware. 2.8. Occlusion.The phenomenon when a vehicle passes through the detection zone but the view from the sensor is obstructed by another vehicle.This type of occlusion results in the vehicle not being detected by the sensor or when a vehicle in one lane passes through the detection zone of an adjacent lane.This type of occlusion can result in the same vehicle being counted in more than one lane. 1 09-14 Statewide 253 6002 2.9. Detection Zone.The detection zone is a line or area selected through the VIVDS processor unit that when occupied by a vehicle,sends a vehicle detection to the traffic controller or freeway management system. 2.10. Detection Accuracy.The measure of the basic operation of a detection system(shows detection when a vehicle is in the detection zone and shows no detection when there is not a vehicle in the detection zone). 2.11. Live Video.Video being viewed or processed at 30 frames per second. 2.12. Lux.The measure of light intensity at which a camera may operate.A unit of illumination equal to one lumen per square meter or to the illumination of a surface uniformly one meter distant from a point source of one candle. 2.13. Videa.Monitor.As a minimum must be a 9-in.black and white monitor with.BNC connectors for video in and out. 3. FUNCTIONAL CAPABILITIES The system software must be able to detect either approaching or departing vehicles in multiple traffic lanes. A minimum of 4 detector outputs per video processor module card and each card must have a minimum of 24 detection zones.Each zone and output must be user definable through interactive graphics by placing lines or boxes in an image on a video or VGA monitor.The user must be able to redefine previously defined detection zones. The VIVDS must provide real time vehicle detection(within 112 milliseconds(ms)of vehicle arrival). The VIVDS processor unit must be capable of simultaneously processing information from various video sources,including CCTV video image sensors and video tape players.The video sources may be,but are not required to be,synchronized or line-locked.The video must be processed at a rate of 30 times per second by the VIVDS processor unit. The system must be able to detect the presence of vehicles in a minimum of 12 detection zones within the combined field of view of all cameras(a minimum of 12 detection zones per camera input to the VIVDS processor unit). Provide detection zones that are sensitive to the direction of vehicle travel.The direction to be detected by each detection zone must be user programmable. The VIVDS processor unit must compensate for minor camera movement(up to 2%of the field of view at 400 ft.)without falsely detecting vehicles.The camera movement must be measured on the unprocessed video input to the VIVDS processor unit. The camera must operate while directly connected to VIVDS Processor Unit. Once the detector configuration has been downloaded or saved into the VIVDS processor unit,the video detection system must operate with the monitoring equipment(monitor or laptop)disconnected or online. When the monitoring equipment is directly connected to the VIVDS processor unit,it must be possible to view vehicle detections in real time as they occur on the field setup computer's color VGA display or the video monitor. 4. VEHICLE DETECTION 4.1. Detection Zone Placement.The video detection system must provide flexible detection zone placement anywhere within the combined field of view of the image sensors. Preferred presence detector configurations must be lines or boxes placed across lanes of traffic or lines placed in line with lanes of traffic.A single detector must be able to replace one or more conventional detector loops.Detection zones must be able to 2 09-14 Statewide 254 6002 be fully overlapped.In addition,detection zones must have the capability of implementing"AND"and"OR" logical functions including presence,extension and delay timing.These logical functions may be excluded if provisions are made to bring each detector separately into the controller and the controller can provide these functions. 4.2. Detection Zone Programming.Placement of detection zones must be by means of a graphical interface using the video image of the roadway.The monitor must show images of the detection zones superimposed on the video image of traffic while the VIVDS processor is running. The detection zones must be created by using the mouse or keypad to draw detection zones on the monitor. The detection zones must be capable of being sized,shaped and overlapped to provide optimal road coverage and detection.It must be possible to upload detector configurations to the VIVDS processor unit and to retrieve the detector configuration that is currently running in the VIVDS processor unit. The mouse or keypad must be used to edit previously defined detector configurations so as to fine tune the detection zone placement size and shape.Once a detection configuration has been created,the system must provide a graphic display of the new configuration on its monitor.While this fine-tuning is being done, the detection must continue to operate from the detector configuration that is currently called. When a vehicle occupies a detection zone,the detection zone on the live video must indicate the presence of a vehicle,thereby verifying proper operation of the detection system.With the absence of video,the card must have an LED that will indicate proper operation of the detection zones. Provide detection zones that are sensitive to the direction of vehicle travel.The direction to be detected by each detection zone must be user programmable.The vehicle detection zone should not activate if a vehicle traveling any direction other than the one specified for detection occupies the detection zone.Cross-street and wrong way traffic should not cause a detection. 4.3. Design Field of View.The video detection system must reliably detect vehicle presence in the design field of view.The design field of view must be defined as the sensor view when the image sensor is mounted 24 ft.or higher above the roadway,when the camera is adjacent(within 15 ft.)to the edge of the nearest vehicle travel lane,and when the length of the detection area is not greater than 10 times the mounting height of the image sensor.Within this design field of view,the VIVDS processor unit must be capable of setting up a single detection zone for point detection(equivalent to the operation of a 6 ft. x 6 ft.inductive loop).A single camera,placed at the proper mounting height with the proper lens,must be able to monitor up to and including 5 traffic lanes simultaneously. 4.4. Detection Performance.Detection accuracy of the video detection system must be comparable to properly operating inductive loops.Detection accuracy must include the presence of any vehicle in the defined detection zone regardless of the lane,which the vehicle is occupying.Occlusion produced by vehicles in the same or adjacent lanes must not be considered a failure of the VIVDS processor unit,but a limitation of the camera placement.Detection accuracy(a minimum of 95%)must be enforced for the entire design field of view on a lane by lane and on a time period basis.When specified on the plans,furnish up to 24 continuous hours of recorded video of all installed intersection cameras within the 30 day test period for verification of proper camera placement,field of view,focus,detection zone placement,processor setup and operation. The video from each camera must show vehicle detections for all zones. 4.5. Equipment Failure.Either camera or VIVDS processor unit must result in constant vehicle detection on affected detection zones. 5. VIVDS PROCESSOR UNIT 5.1. Cabinet Mounting.The VIVDS processor unit must be rack mountable. 5.2. Environmental Requirements.The VIVDS processor unit must be designed to operate reliably in the adverse environment found in the typical roadside traffic cabinet.It must meet the environmental 3 09-14 Statewide 255 6002 requirements set forth by the latest NEMA(National Electrical Manufacturers Association)TS1 and TS2 standards as well as the environmental requirements for Type 170,Type 179 and 2070 controllers. Operating temperature must be from-30°F to+165°F at 0%to 95%relative humidity,non-condensing. 5.3. Electrical.The VIVDS must have a modular electrical design. The VIVDS must operate within a range of 89 to 135 VAC,60 Hz single phase.Power to the VIVDS must be from the transient protected side of the AC power distribution system in the traffic control cabinet in which the. VIVDS is installed. Serial communications to the field setup computer must be through an RS 232,USB or Ethemet port.This port must be able to download the real time detection information needed to show detector actuations.A connector on the front of the VIVDS processor unit must be used for serial communications. The unit must be equipped with RS 170(monochrome)or RS170A(color)composite video inputs video inputs,so that signals from image sensors or other synchronous or asynchronous video sources can be processed in real time.BNC connectors on the front of the VIVDS processor unit or video patch panel must be used for all video inputs. The unit must be equipped with a single RS 170 composite video output.This output must be capable of corresponding to any one of the video inputs,as selected remotely via the field setup computer or front panel switch.Multiple video outputs requiring external cable connections to create a combined single video output must not be acceptable.A BNC or RCA connector must be used for video output on the front of the processor unit.Any other video formats must be approved by a Department TRF Signal Operation Engineer before use. Software upgrades or changes must be presented to and approved by the Department's TRF-TM Division before use.Failure to do so will be grounds for termination of contract and probation for responsible partys. The unit software and the supervisor software must include diagnostic software to allow testing the VIVDS functions.This must include the capability to set and clear individual detector outputs and display the status of inputs to enable setup and troubleshooting in the field. 6. CAMERA ASSEMBLY 6.1. Camera.The video detection system must use medium resolution,monochrome image sensors as the video source for real time vehicle detection.The cameras must be approved for use with the VIVDS processor unit by the supplier of the VIVDS.As a minimum,each camera must provide the following capabilities: • Images must be produced with a Charge Coupled Device(CCD)sensing element with horizontal resolution of at least 480 lines for black and white or 470 lines for color and vertical resolution of at least 350 lines for black and white or color. Images must be output as a video signal conforming to RS170. • Useable video and resolvable features in the video image must be produced when those features have luminance levels as low as 0.1 lux for black and white,and as low as 1.0 lux for color,for night use. • Useable video and resolvable features in the video image must be produced when those features have luminance levels as high as 10,000 lux during the day. • The camera must include an electronic shutter or auto-iris control based upon average scene luminance and must be equipped with an electronic shutter or auto-iris lens with variable focal length and variable focus that can be adjusted without opening up the camera housing to suit the site geometry.The variable focal length must be adjustable from 6 mm to 34 mm. 6.2. Camera and Lens Assembly.The camera and lens assembly must be housed in an environmental enclosure that provides the following capabilities: Ill The enclosure must be waterproof and dust tight to the latest NEMA 4 specifications. 4 09-14 Statewide 256 6002 ■ The enclosure must allow the camera to operate satisfactorily over an ambient temperature range from -30°F to+140°F while exposed to precipitation as well as direct sunlight. ■ The enclosure must allow the camera horizon to be rotated in the field during installation. • The enclosure must include a provision at the rear of the enclosure for connection of power and video signal cables fabricated at the factory.Input power to the environmental enclosure must be nominally 115 VAC 60 Hz. ■ A thermostatically controlled heater must be at the front of the enclosure to prevent the formation of ice and condensation,as well as to assure proper operation of the lens's iris mechanism.The heater must not interfere with the operation of the camera electronics,and it must not cause interference with the video signal. ■ The enclosure must be light colored or unfinished and must include a sun shield to minimize solar heating.The front edge of the sunshield must protrude beyond the front edge of the environmental enclosure and must include provision to divert water flow to the sides of the sunshield.The amount of overhang of the sun shield must be adjustable to block the view of the horizon to prevent direct sunlight from entering the lens.Any plastics used in the enclosure must include ultra violet inhibitors. • The total weight of the image sensor in the environmental enclosure with sunshield must be less than 10 lb. • When operating in the environmental enclosure with power and video signal cables connected,the image sensor must meet FCC class B requirements for electromagnetic interference emissions. The video output of the cameras must be isolated from earth ground.All video connections for the cameras to the video interface panel must also be isolated from earth ground. Use waterproof,quick disconnect connectors to the image sensor for both video and power. Provide a camera interface panel capable of being mounted to sidewalls of a controller cabinet for protection of the VIVDS processor unit,camera video and power inputs/outputs.The panel must consist of,as a minimum,4 Edco CX06 coax protectors,an Edco ACP-340 for the cameras and VIVDS processor unit power,a 10 amp breaker,a convenience outlet protected the ACP-340.and a terminal strip with a minimum of sixteen 8-32 binder head screws.The terminal strip must be protected by a piece of 1/8 in.Plexiglas. When the connection between the image sensor and the VIVDS processor unit is coaxial cable,the coaxial cable used must be a low loss,75 ohm,precision video cable suited for outdoor installation,such as Belden 8281 or a Department-approved equal. Camera mounting hardware must allow for vertical or horizontal mounting to the camera enclosure.Pelco AS-0166-4-62 or equivalent is acceptable. 7. FIELD COMMUNICATION LINK The field communications link must be a one way communications connection from the camera to the equipment cabinet.The primary communications link media may be coaxial cable or fiber optic cable accompanied by a 3 conductor minimum 18 AWG,24 VDC or 115 VAC camera power cable,or appropriate cable as approved. The following requirements must govern for the various types of field communications link media described on the.plans: 7.1. Coaxial Cable.In locations where the plans indicate coaxial cable is required as the primary communications link,this cable must be of the RG 59 type with a nominal impedance of 75 ohms.All cable must have a polyethylene dielectric with copper braid shield having a minimum of 98%shield coverage and not greater than 0.78 dB attenuation per 100 feet at 10 MHz with a minimum 18 AWG external 3 conductor power cable or approved equivalent as directed. 5 09-14 Statewide 257 6002 7.2. Fiber Optic Cable.If shown on the plans,furnish fiber optic cable in accordance with the Special Specification for fiber optic cable. 7.3. Twisted Wire Pairs.Must be Belden 9556 or equivalent 18 AWG TWP control cable. All connection cables must be continuous from the equipment cabinet to the camera.No splices of any type will be permitted. Install lightning and transient surge suppression devices on the processor side of the field communications link to protect the peripheral devices.The suppression devices must be all solid state.Lightning protection is not required for fiber optic communication lines.The devices must present high impedance to,and must not interfere with,the communications lines during normal operation.The suppression devices must not allow the peak voltage on any line to exceed 300%of the normal operating peak voltage at any time.The response time of the devices must not exceed 5 nanoseconds. 8. VIVDS SET-UP SYSTEM The minimum VIVDS set-up system,as needed for detector setup and viewing of vehicle detections,must consist of a field setup computer and Windows based interface software(if required)or a video monitor with interface software built-in to the VIVDS processor unit.Live video(30 frames per second)must be available on the field setup computer to determine proper operation of detectors.The field set-up computer as a minimum,must have an NTSC video input port or equivalent. If a field setup computer is required for system set-up,it must be supplied by the supplier of the VIVDS. The field setup computer must include all necessary cabling and a Windows based program to interface with the VIVDS processor unit.This software must provide an easy to use graphical user interface and support all models/versions of the supplied VIVDS. Live video with the detection overlaid is required for field verification of the system. 9. TEMPORARY USE AND RETESTING 9.1. Temporary Use.When shown on the plans,the VIVDS equipment must be used to provide vehicle detection on a temporary basis.When the permanent vehicle detection system and related equipment are installed and made operational,the VIVDS equipment must be carefully removed and delivered to the location shown on the plans. 9.2. State Retesting and Acceptance.Before acceptance,all VIVDS equipment may be retested by the Department,even if the system was operating properly before removal.Repair or replace any equipment damaged during removal or transport and any equipment that does not meet the various test requirements. 10. OPERATION FROM CENTRAL CONTROL The central control must transmit and receive all information needed for detector setup,monitor the vehicle detection,view the vehicle traffic flow at a rate of 2 frames per second or greater for telephone,or 5 frames per second or greater for ISDN lines(as specified by the plans),and interrogate all required stored data.The remote communications link between the VIVDS processor unit and central control may be dial-up (telephone or ISDN lines)or dedicated twisted wire pair communications cable which may be accompanied with coaxial cable or fiber-optic cable,as shown on the plans.Communications with the central control must not interfere with the on-street detection of the VIVDS processor.Quality of the video at 2 frames per second rate must be such that the view with the traffic flow is clear and in focus. 6 09-14 Statewide 258 6002 11. INSTALLATION AND TRAINING The supplier of the video detection system must supervise the installation and testing of the video and computer equipment.A factory certified representative from the supplier must be on site during installation. If the field setup computer is furnished by the Department,such installation and testing must be done at the time that training is conducted. Provide up to 2 days of training to personnel of the Department in the operation,setup and maintenance of the video detection system.Provide instruction and materials for a maximum of 20 persons and conduct at a location selected by the Department.The Department will be responsible for any travel and room and board expenses for its own personnel. Instruction personnel are required to be certified by the equipment manufacturer.The User's Guide is not an adequate substitute for practical,classroom training and formal certification by an approved agency. Formal levels of factory authorized training are required for installers,contractors,and system operators.All training must be certified by the manufacturer. 12. WARRANTY, MAINTENANCE,AND SUPPORT The video detection system must be warranted to be free of defects in material and workmanship for a period of 5 yr.from date of shipment from the supplier's facility.During the warranty period,the supplier must repair with new or refurbished materials,or replace at no charge,any product containing a warranty defect provided the product is returned FOB to the supplier's factory or authorized repair site.Return product repair or replaced under warranty by the supplier with transportation prepaid.This warranty does not apply to products damaged by accident,improperly operated,abused,serviced by unauthorized personnel or unauthorized modification. During the warranty period,technical support must be available from the supplier via telephone within 4 hr.of the time a call is made by a user,and this support must be available from factory certified personnel or factory certified installers. Ongoing software support by the supplier must include updates of the VIVDS processor unit and supervisor software(if a field setup computer is required for set up).Provide these updates free of charge during the warranty period.The update of the VIVDS software to be NTCIP compliant must be included. The supplier must maintain a program for technical support and software updates following expiration of the warranty period.Make this program available to the Department in the form of a separate agreement for continuing support. • The supplier must maintain an ongoing program of technical support for the wireless camera system.This technical support must be available via telephone or personnel sent to the installation site. The supplier must maintain an adequate inventory of parts to support maintenance and repair of the camera system. 13. MEASUREMENT The VIVDS will be measured as each major system component fumished,installed,made fully operational, and tested in accordance with this Special Specification or as directed. The VIVDS communication cable will be measured by the foot of the appropriate media type furnished, installed,made fully operational,and tested in accordance with this Specification,other referenced Special Specifications or as directed. 7 09-14 Statewide 259 6002 When the VIVDS is used on a temporary basis,the VIVDS will be measured as each system fumished, installed,made fully operational,including reconfiguration and removal if required by the plans,and tested in accordance with this Special Specification or as directed. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. When recorded video is required by the plans it will be paid for by each camera recorded. 14. PAYMENT The work performed,materials,and all accompanying software furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"VIVDS Processor System,""VIVDS Camera Assembly,""VIVDS Central Control,""VIVDS Set-up System,""VIVDS Temporary,""VIVDS Communication Cable(Coaxial),""VIVDS Communication Cable(Fiber Optic),"and 'VIVDS Video Recording,"These prices are full compensation for furnishing,placing,and testing all materials and equipment,and for all tools,labor,equipment,hardware,operational software packages,supplies, support,personnel training,shop drawings,documentation,and incidentals.A 3-conductor power cable must be included with the communication cable. These prices also include any and all interfaces required for the field and remote communications links along with any associated peripheral equipment,including cables;all associated mounting hardware and associated field equipment;required for a complete and fully functional visual image vehicle detection system component. 09-14 Statewide 260 6058 Special Specification 6058 Battery Back-Up System for Signal Cabinets o� 1. DESCRIPTION Install a Battery Back-Up System(BBU System)for traffic signals that will provide reliable emergency power in the event of utility power failure or interruption. The system will also function as a power conditioner and/or voltage regulation device. A BBU System consists of inverter/charger,manual bypass switch,power transfer switch or automatic bypass switch,batteries,battery monitoring device,wiring,external cabinet or stand-alone cabinet,concrete pad,all necessary hardware and software,and all associated equipment required to operate in a field environment. The BBU System shall be capable of operating an"LED only"signalized intersection(700W load)for 4 hours of full runtime when utility power is disabled and under ambient temperatures of 25oC. The BBU System shall switch the intersection to flash mode of operation when approximately 40% of battery charge is remaining,via relay contact connection points on the front panel of the unit. The BBU system shall operate the intersection in the flash mode of operation (300W load) for an additional 2 hours. BBU system components shall be rated for a minimum 1400W load capacity. The BBU shall be designed for outdoor applications in accordance with NEMA TS2-2003,Section 2. All components of the BBU system shall be rated to operate under temperature extremes of-34oC to+74oC. 2. DEFINITIONS 2.1. Automatic Bypass Switch.A unit connected between the utility power supply and the inverter/charger which can automatically switch power to the controller cabinet service panel from inverter output power to utility line power. 2.2. Battery Back-Up System(BBU System).The battery back-us system includes,but is not limited to,a manual bypass switch,automatic bypass switch or.power transfer switch,inverter/charger,batteries,battery monitoring device,wiring,external cabinet and all necessary hardware for system operation. 2.3. Battery Back-Up System Software.All software associated with operation,programming and functional requirements of the BBU system. 2.4. Battery Monitoring Device.The device which monitors battery temperatures and charge rate of the batteries used in the BBU system. 2.5. Batteries.Standard 12V batteries wired in series to create a 36VDC to 96VDC voltage.storage. 2.6. Boost.When enabled,the BBU inverter/charger shall automatically switch into this mode to raise the utility line voltage when it drops below a preset limit. The limit may be user defined or use manufacturer default settings(typically 100V AC). 2.7. Buck.When enabled,the unit shall automatically switch into this mode to reduce the utility line voltage when it rises above a preset limit. The limit may be user defined or use manufacturer default settings(typically 135V AC). 2.8. External or Stand-Alone Cabinet.The structure which houses the system components and/or batteries for the BBU System. 12-14 Statewide 261 6058 2.9. Inverter/Charger.The unit which converts the DC voltage input into 120 VAC output for the traffic signal cabinet to operate. As a minimum the inverter/charger shall be rated for 1400 watts. 2.10. Inverter Line Voltage.The power supplied from the BBU system to the traffic signal cabinet from the BBU System inverter. 2.11. Manual Bypass.Manual switch that allows user to bypass BBU power to service system equipment. Manual bypass switch switches utility line power directly to cabinet. 2.12. Power Transfer Switch.A unit connected between the utility power supply and the inverter/charger which can automatically switch from utility line power to inverter output power. The power transfer relay may be a separate unit or combined with the manual bypass switch. In the event of battery voltage loss,the power transfer switch will automatically return to utility line power. 2.13. Signal Operation Mode. A signalized intersection generating a 700W load when running in normal operation. 2.14. Signal Flash Mode. A signalized intersection generating a 300W load when running in the flash mode of operation. 2.15. Utility Line Voltage. The 120V AC power supplied to the BBU system. 3. EQUIPMENT Ensure electrical materials and construction methods conform to the current NEC and additional local utility requirements. Fumish battery back-up systems prequalified by the Department. The Traffic Operations Division maintains a Material Producer List(MPL)of prequalified battery back-up systems. Ensure all materials and construction methods conform to the details shown on the plans,the requirements of this Item, and the pertinent requirements of the following Items: ■ Item 420,"Concrete Substructures" • Item 620,"Electrical Conductors" Provide and install a BBU system that is able to fulfill the following requirements: 3.1. Method of Operation. The BBU system shall operate using one or more of the following methods: 3.1.1. Buck and Boost Method.When the buck and boost functions are enabled they shall set the upper and lower control limit allowable for the utility line voltage. If the utility line voltage fluctuates above or below the buck and boost values,the BBU system shall raise or lower the voltage by approximately 10-15%of the utility line voltage in an attempt to bring the voltage back into the upper and lower control limits. Buck and boost shall have preset manufacturer defaults. If the utility line voltage falls above or below the functional capabilities of buck and boost,then the BBU system will transfer power from the utility line voltage to the inverter line voltage. 3.1.2. Stand-by Method.The stand-by method shall set upper and lower control limits for the utility line power. If the utility line voltage falls above or below the upper or lower control limits,then the BBU system will transfer power from the utility line voltage to the inverter line voltage. 3.1.3. Continuous Operating.Mode,Double Conversion Method.The continuous method supplies the cabinet with inverter line voltage at all times. This method requires the disabling of buck and boost functions. 3.2. System Capabilities.The BBU system shall be capable of providing 1400W peak load,with a minimum of 80%inverter efficiency,for at least 10 seconds. 12-14 Statewide 262 6058 The BBU system shall be capable of providing 700W signal operation load for a minimum of 4 hours,and then switching to and providing 300W signal flash load for an additional 2 hours minimum,when batteries are fully charged. When the BBU system is running on battery power, the inverter/charger shall be capable of allowing the voltage at which the transition from normal operating load to flash mode occurs (usually 47.5V) to be selected by a user,via relay contacts and connection points on the front panel of the inverter/charger. The transfer time allowed,from disruption of normal utility line voltage to stabilized inverter line voltage from batteries, shall be less than 65 milliseconds. The same allowable transfer time shall also apply when switching from inverter line voltage to utility line voltage. The BBU system shall bypass utility line voltage whenever the utility line voltage is outside of the manufacturer's default,or a user-programmed voltage range,±2VAC. When the utility line power has been restored to a normal operating voltage for more than a user defined setting (default 30 seconds), the BBU system shall transfer from inverter line voltage to utility line voltage. The BBU system shall be equipped to prevent a malfunction feedback to the cabinet or from feeding back to the utility service. The BBU system shall be compatible with TS1, TS2 and Model 170/2070 controllers and cabinet components for full run-time operation. Unless the plans indicate otherwise,provide a BBU in an external battery cabinet. When indicated by the plans,provide a BBU system that can be shelf-mounted in NEMA TS-1 and TS-2 cabinets,or rack-mounted for Model 170/2070 332 cabinets. Provide a manual bypass that is capable of shelf mounting or that can be attached to the side of the signal cabinet. Provide interconnect cables that are no less than 10 ft.in length. Relay contact wiring for each set of NO/NC relay contact closure terminals shall be no less than 6 feet long and#18 AWG wire. Use manufacturer recommendations for size of wire for any cables lengths greater than 10 feet. The BBU system shall have lightning surge protection compliant with IEEE/ANSI C.62.41 latest edition and meeting all current UL1449 standards. Lightning surge protection shall be provided to the utility line voltage coming into the inverter/charger. The surge protection device shall be easily accessible and mounted externally from the inverter/charger. The BBU system, including batteries and hardware, shall be easily replaceable and shall not require any special tools for installation. The BBU system shall operate in automatic"fail-safe"mode. Should a breaker trip on the inverter/charger and/or the power transfer switch,the system will automatically operate from utility line power and bypass the BBU system. As stated above, in addition to the inverter/charger,the BBU shall be provided with both an external manual bypass switch and either an external automatic transfer switch or external automatic bypass switch. The BBU system shall be capable of logging up to 100 events. Events shall date-and time-stamp faults with utility line voltage and battery voltages. At the minimum,the BBU system shall log an event when: ■ the utility line voltage falls above or below the upper or lower control limits, m the BBU system automatically switches to battery power,and • when self-monitoring BBU system components fail. 3.3. Displays,Controls,Diagnostics and Maintenance.The BBU system shall include a front panel display.All applicable programmable functions of the operational methods described in this specification shall be viewable from the front panel display. All events described in Section 3.2,"System Capabilities"shall be viewable from the front panel display. 12-14 Statewide 263 6058 The BBU system software shall be programmable from the front panel of the inverter/charger by means of a keyboard or momentary buttons allowing user to step through menu driven software. A 10/100 Ethernet port shall be provided on the front panel of the inverter/charger. A RS232 port shall be provided on the front panel of the inverter/charger. The BBU system software shall be provided for the operational needs of the BBU system. The user/operator shall be able to access all system software via the Ethernet and RS232 ports on the front panel of the inverter/charger. The user shall be able to read logged events and change programmable parameters from the keyboard,laptop or local area network via the Ethernet port. System software shall be upgradeable via the RS232 port on the front panel of the inverter/charger. 3.4. Inverter/Charger.The inverter/charger is the unit that provides the voltage regulation;power conditioning of utility line power;convert the DC voltage input into 120 VAC output for the traffic signal cabinet to operate; provides emergency backup power upon loss of utility power and provides for temperature compensated battery charging.As a minimum the inverter/charger shall be rated for 1400 watts.Provide a minimum of 6 sets of normally open(NO).and normally closed(NC)single-pole double-throw dry contact relay closures on the front face of the inverter/charger and labeled so as to identify each contact. The relay closures shall consist a set of NO/NC contact closures that shall be energized whenever the unit switches to battery power (contact shall be labeled or marked as"On Battery"or equivalent)and a second set of NO/NC contact closures shall be energized whenever the battery approaches 40%remaining capacity(contact shall be labeled or marked as"Low battery"or equivalent"),which will determine when the unit will switch from normal operation to flash. A third set of NO/NC contact closures shall be energized after a user settable time after the unit switches to battery power.The contact may be labeled"Timer. The remaining relays shall be user definable. Operating temperature range for both the inverter/charger and power transfer relay shall be-34°C to+74°C. When battery power is used,the BBU system output voltage shall be between 110VAC and 125VAC,pure sine wave output,s 3%THD,60Hz±3Hz. 3.5. Manual Bypass Switch.The manual bypass switch shall be provided as a separate unit external to the inverter/charger unit. The manual bypass switch shall consist of housing,two position switch,terminal blocks,internal wiring,service outlet,circuit breakers and mounting hardware.All components shall be rated at a minimum of 240VAC/30 amp.Provide the manual bypass switch with#8 terminal blocks.The manual bypass switch shall be 2 position and allow the user to switch utility line power directly to the cabinet service panel. The switch positions will provide the following functions.In the"Bypass"position the inverter is bypassed,utility power is removed from the BBU and passed directly to the signal power panel.In the"UPS" position the inverter/switch is powered and the signal circuits are supplied by the output of the inverter. When the manual bypass switch is in the"Bypass"position the user may replace the automatic bypass switch(or transfer switch)and the inverter/charger without interrupting power to the intersection. Provide the manual bypass switch with over current protection(20 Amp circuit breaker). 3.6. Power Transfer Switch.These requirements are for BBU systems provided with a power transfer switch. The power transfer switch will operate such that the inverter/charger input and cabinet power panel are supplied with power from the utility line,in the event that the utility line power is lost or requires conditioning (buck or boost)the power transfer switch will automatically connect the inverter/charger output to the cabinet power panel such that the inverter/charger output provides the power. In the event of inverter/charger failure, battery failure,or complete battery discharge,the power transfer shall revert to the NC(de-energized)state, where utility line power is connected to the cabinet service panel. All wire to the power transfer switch from the manual bypass switch,to and from the inverter/charger and from the manual bypass switch to utility power service shall be sized accordingly with system requirements. 3.7. Automatic Bypass Switch.These requirements are for BBU systems provided with an automatic bypass switch.The automatic bypass switch will operate such that the inverter/charger input is supplied with power 12-14 Statewide 264 • 6058 from the utility line and the cabinet power panel is supplied with power from the output of the inverter/charger.In the event of inverter/charger failure,battery failure,or complete battery discharge,or other loss of power from the output of the inverter/charger,the automatic bypass switch shall revert to the NC (de-energized)state,where utility line power is connected to the cabinet service panel. 3.8. Batteries.Provide batteries from the same manufacturer/vendor of the BBU system. Individual batteries shall be 12V type,and shall be easily replaceable and commonly available for purchase by common off-the-shelf equivalent. Batteries shall be sized and rated to operate a 700W load for 4 hours(normal operation)followed by a 300W load for 2 hours(flash operation)for a total of 6 hours. Battery configuration shall consist of 12V batteries arranged for total voltages of 36V,48V,60V,72V,84V or 96V. Batteries shall be deep-discharge,sealed prismatic lead-calcium based,valve-regulated maintenance-free batteries. Batteries shall operate over a temperature range of-34°C to+74°C. Batteries shall indicate maximum recharge data and recharging cycles,and manufacturer defaults on the inverter/charger shall not allow the recharging process to exceed the batteries maximum values. Battery interconnect wiring shall connect to the inverter unit via modular hamess with red and black cabling that terminates into a typical power pole style connector. Harness shall be equipped with mating power flag style connectors for batteries and a single insulated plug-in style connection to inverter/charger unit. Harness shall allow batteries to be quickly and easily connected in any order and shall be keyed to ensure proper polarity and circuit configuration. A fusible link or device sized accordingly with system requirements and to protect against currents exceeding each battery current rating shall be provided within 3 inches of the negative and positive leads of each battery. Fusible links shall be insulated stranded wire. Insulated covers shall be provided at the connection points(post)as to prevent accidental shorting. Battery cables provided to connect battery to battery hamess main cable shall be a minimum of 18 in.or long enough to accommodate the battery covers provided with the battery ground box,whichever is longer. Battery harness shall be sized accordingly with system requirements. 3.9. Battery Monitoring System.The BBU system shall use a temperature-compensated battery charging system. The charging system shall compensate over a range of 2.5—4.0 mV/°C per cell. The temperature sensor shall be used to monitor the temperature and regulate the charge rate of the batteries. Unless required otherwise by the plans the temperature sensor wire shall be as follows: • 8 feet long if external side-mounted cabinet is attached to existing controller cabinet. • 8 feet long if batteries are housed in traffic signal base used for cabinet foundation and batteries are stored on shelf within base. • 8 feet long if stand-alone cabinet is used. Should,the temperature sensor fail, the inverter/charger shall not allow the BBU system,to overcharge the batteries. The BBU:system shall provide an alarm should the temperature sensor fail. Recharge time for the batteries to obtain 80%or more of full battery charge capacity shall not exceed 20 hours at 21°C(70°F). Batteries shall not be charged when battery temperature exceeds 50°C. 12-14 Statewide 265 6058 The BBU system shall monitor battery strings within a system and set a fault indicator if battery voltage falls below normal operating voltage. 3.10. Battery Housing. Unless plans require otherwise,project an external battery cabinet or stand-alone BBU/battery cabinet as specified below. 3.10.1. External Battery Cabinet. The extemal cabinet shall be NEMA type 3R all-aluminum with stainless-steel hardware,or approved equivalent. The external cabinet shall be designed to attach on the side of a TS2 size 6 base-mount cabinet. The batteries,inverter,transfer switches,manual bypass and all associated hardware shall be housed in the external cabinet. The external cabinet shall be equipped with proper ventilation,electric fan,and air filter in accordance with TS2 standards. External cabinets will be equipped with a door opening to the entire cabinet.The door shall be attached to the cabinet with a full length stainless steel piano hinge or four,two-bolts per leaf,hinges.The door shall be provided with the same latch and lock mechanism as required for standard traffic signal cabinet. In addition, a padlock clasp will be provided. When using battery ground boxes,an external cabinet is required for the non-battery components.. 3.10.2. Stand-Alone BBUIBattery Cabinet. When required for installation by the plans a stand-alone cabinet in accordance with the following shall be provided. The stand-alone cabinet shall conform to all the specifications of the External BBU/Battery Cabinet,except that it will not mount to the controller cabinet. The stand-alone cabinet shall be designed to attach to a concrete pad. 3.11. Concrete Pad. Provide a Class B concrete pad as a foundation for stand-alone cabinets of the size shown in the plans. For external cabinets,extend the controller foundation to provide a class B concrete pad under the external cabinet of the size shown in the plans. 3.12. Documentation. Operation and maintenance manuals shall be provided. The operation manual shall include a block diagram schematic of all system hardware components. The manual shall include instructions for programming and viewing software features. The manual shall include all uploading/downloading(communications protocol)requirements via RS232 or Ethernet port. Board level schematics shall be provided when requested. Battery documentation and replacement information shall be provided. 3.13. Testing. The Department reserves the right to do testing on BBU systems to ensure Quality Assurance on unit before installation and random sampling of units being provided to the State. BBU systems that fail will be taken off the Qualified Products List(QPL). Department QPL testing procedures will check compliance with all the criteria of this specification including the following: ■ Event logging for fault/alarm conditions ■ Demonstrated use of one or more of the operating methods described in Section 3.1.,"Method of Operation." • Testing of ability to power a 700W load for 4 hours,transfer to flash mode and power a 300W load for 2 additional hours,at an ambient temperature of+25°C. ■ Testing of all components in environmental chamber(temperature ranges from-30°C to+74°C) following NEMA TS2 2003 standards,Section 2. 12-14 Statewide 266 6058 3.14. Warranty,Maintenance and Support. Provide a BBU containing a warranty that requires the manufacturer to replace failed BBUs when non-operable due to defect in material or workmanship within five years of date of purchase from manufacturer. Supply a BBU with no less than 95%of the manufacturer's warranty remaining on the date that the BBU is installed and begins operating. The replacement BBU must meet requirements of this specification. The Contractor will handle all warranty issues until the date of final acceptance. Batteries shall be warranted for full replacement for 5 years. Batteries shall be defined as bad if they are not able to deliver 80%of battery rating. 4. MEASUREMENT This Item will be measured by each BBU system installed. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"BBU System"of the type(type of BBU cabinet) specified. This price is full compensation for furnishing,installing,and testing the completed installation, BBU system and associated equipment,mounting hardware,class B concrete pad,software,conduit, conductors;and equipment,labor,tools;and incidentals. 12-14 Statewide 267 7049 Special Specification 7049 'ts ArTexas Water MainsDepartment 1. DESCRIPTION Furnish labor,materials,and equipment necessary to provide a complete water main system in conformance with the plans and specifications,and in compliance with the Department's Utility Accommodations Policy (Title 43,T.A.C.,Sections 21.31-21.55). Construct water mains of the sizes,materials,and dimensions shown on the plans including pipe,joints,and connections to new and existing pipes,casing,valves,fittings,. fire hydrants,meters,blocking,etc.,as many as may be required to complete the work. Furnish material and equipment for encasing existing water lines with split steel encasement pipes using the open cut method in accordance with this specification. The abbreviations AWWA,ASA,ASTM,ANSI,AASHTO,NACE,NSF,SSPC,and TCEQ used in this specification refer to the following organization&or technical societies: • AWWA American Water Works Association ■ ASA American Standards Association • ASTM American Society for Testing and Materials is ANSI American National Standards Institute ® AASHTO American Association of State Highway and Transportation Officials • NACE National Association of Corrosion Engineers • NSF National Sanitation Foundations • SSPC Steel Structural Painting Council I TCEQ Texas Commission on,Environmental Quality References to specifications of the above organizations mean the latest standard or tentative standard in effect on the date of the proposal. 2. MATERIALS All materials must conform to the requirements of this Item,the plans and the following Items: ■ Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcement for Concrete" ■ Item 441.,"Steel Structures" • Item 465,"Junction Boxes,Manholes,and Inlets" ■ Item 471,"Frames,Grates,Rings,and Covers" 2.1. General. Provide new and unused materials for this project unless otherwise stated in the plans or proposal. Pipe 6 in.or larger is acceptable,to the Texas Fire Insurance Commission without penalty for use in water works distribution systems. . For water mains less than 24 in.in diameter,use casing'insulators between the water main and casing unless otherwise shown on the plans.For water mains 4 in.through 14 in.,use 8 in.wide casing insulators. For water mains 16 in.through 20 in.,use 12 in.wide insulators.For pipe materials up to 12 in.,use Pipeline Seal and Insulator Model C8G-2 or approved equal.For water mains larger than 12 in.use Pipeline Seal and 1 -52 • .07-15 OTU 268 7049 Insulator Model.C12G-2 or approved equal.Casing end seals:Pipeline Seal and Insulator Model C or approved equal. 2.2. Steel Pipe and Fittings. 2.2.1. Steel Carrier Pipe. Provide steel pipe for use as carrier pipe in the distribution system,conforming to the requirements of AWWA Standard C200. Install steel pipe 20 in.and smaller as aerial crossings,above- ground piping,and for encasement sleeves only. Do not bury steel pipe that is 20 in.and smaller directly or within a casing. For pipe 24 in.and greater,conform to the requirements of AWWA C200, C207,C208 and AWWA M11 except as modified in this specification.Furnish pipe and fittings that have manufacturer's certifications ensuring that they have been hydrostatically tested at the factory in accordance with AWWA C200,Section 3.4.Ensure pipe steel meets the requirements of ASTM A36,ASTM A570 Grade 36,ASTM A53 Grade B, ASTM A135 Grade B,or ASTM A139 Grade B as a minimum. Pipe is also subject to the requirements.of Underwriters Laboratories,Inc.Specification for"Steel Pipelines for Underground Water Service.' Provide pipe and fittings to withstand the most critical simultaneous application of external loads and internal pressures based on the minimum of AASHTO HS-20 loading,AREMA E-80 loads,depths of bury as indicated on the plans,and the most critical groundwater level condition.The pipe design conditions follow: ■ Working pressure=100 psi. • Hydrostatic field test pressure=150 psi. For pipe design(24 in.and larger)conform to AWWA M11 with the following conditions: ■ Design stress due to working pressure:The maximum is 50%of the minimum yield strength or 16;500 psi maximum stress for mortar-coated pipe. • Design stress due to hydraulic test pressure:The maximum is 75%of the minimum yield strength or 24,750 psi maximum stress for mortar-coated pipe. • Modulus of soil reaction(E'),<1,500 psi. Unit weight of fill(w)>120 pcf. i• Deflection lag factor(D1)=1.2. • Bedding constant(K)=0.1. • Fully saturated soil conditions:hw=h=depth of cover above top of pipe. • Maximum deflection from specified diameter=3%for flexible coatings. Provide pipe and fittings that have been designed by a licensed Engineer. Before manufacturing,submit these signed,sealed,and dated calculations for approval. Supply pipe in double random lengths unless otherwise shown on the plans: Bevel the ends of the pipe for field butt welding as shown on the plans. 1 Provide a minimum of 3/8 in.inside joint recess between ends of pipe in straight pipe sections. Provide a minimum allowable steel wall thickness in accordance with Tables 1 and 2 for HS-20 live loads and depths of bury up to 16 ft. 2 52 07-15 OTU 269 • 7049 Table 1 Carrier Pipe(20 in.and Smaller) Nominal Pipe ' Outside Min Wall Approximate Weight Per Size Diameter Thickness Lineal Ft.,Uncoated (in.) (in.) (in.) (lb.) _ 4 4.500 0.250 11.35 6 6.625 0.280 18.97 8 8.625 0.322 28.55 10 10.750 0.365 40.48 12 12.750 0.375 49.56 16 16.000 0.375 62.58 20 20.000 0.375 78.60 Table 2 Carrier Pipe(24 in.and Larger) Net Inside Diameter Min Wall Thickness(in.) (in.) Flexible Coating Mortar Coating 24 0.149 0.136 30 0.149 0.136 36 0.178 0.163 Note:Refer to the plans for carrier pipe thickness. However,never use a pipe wall thickness less than that defined in the above tables. 2.2.2. Steel Casing Pipe. Ensure pipe intended for use as casing pipe is manufactured in accordance with Section 2.2.1)"Steel Carrier Pipe,"except to ensure that the minimum allowable steel wall thickness conforms to those shown in Table 3 for HS-20 live loads and depth of bury of up to 16 ft. Table 3 Casing Pipe(Encasement Sleeves) 30 in.and Smaller Casing Pipe Outside Min Wall Approximate Weight Per Size Diameter Thickness Lineal Ft.,Uncoated (in.) (in.) (in.) (lb.) 8 8.625 0.219 19.64 10 10.750 0.219 24.60 12 12.750. 0.219 29.28 • 16 16.000 0.219 36.86 18 18.000 0.250 47.39 20 20.000 0.250 52.73 24 24.000 0.250 63.41 30 30.000 0.250 79.43 Note:Refer to the plans for casing thickness. However,never use a pipe wall thickness less than that defined in the above table. Provide steel casing sections for split casing in lengths a maximum of 20 ft. Ensure each section is split in half-sections. Bevel the ends and split sections for field butt-welding. Steel casing pipe is not required to carry the label of the Underwriters Laboratories, Inc. 2.2.3. Steel Pipe Fittings. Provide factory forged steel pipe fittings unless otherwise shown on the plans.Ensure the wall thickness is equal to or greater than the pipe to which the fitting is to be welded.Bevel the ends of the fitting for field butt-welding. Provide approved sleeve-type flexible and flange adaptor couplings.Ensure the thickness of the middle ring is equal to or greater than the thickness of the pipe wall:. Provide restraint joint connections for 16 in.and larger water main piping shown on the plans to have restraint lengths,unless otherwise shown on the plans.Joints are to be double-welded at butt or lap joints at aerial crossings as shown on the plans. Use flanged joint at valves. 3-52 07-15 OTU • 270 7049 Elbows:Provide 2-piece for 0°to 22:5°;3-piece for 23°to 45°;4-piece for 46°to 67.5°;and 5-piece for 68° to 90°,unless otherwise shown on plans. Outlets:Reinforced in accordance with AWWA M11,Sections 13.3-13.7,AWWA C200,and AWWA C208. Provide interior lining and exterior coating in accordance with paragraphs on coating and lining,and matching pipe to access inlets,service outlets,test inlets,and air-vacuum valve and other outlets,including riser pipes. • Radius:The minimum radius is 2.5 times pipe diameter. 2.2.4. Hydrostatic Test of Pipe. Ensure the pipe manufacturer performs hydrostatic testing in accordance with AWWA C200,Section 3.5.3,at the point of manufacture,conducts the test for a minimum of 2 min.,and thoroughly inspects the pipe.Repair or reject pipe revealing leaks or cracks.Obtain from the manufacturer and submit to the Engineer,the manufacturer's written certification that the pipe and fittings used on this project have passed the hydrostatic test. Calibrate pressure gauges within 1 yr.before testing,as specified in AWWA C200,Section 1.04 L. 2.2.5. Butt Straps for Closure Piece. Provide a minimum 12 in.wide split butt strap;minimum plate thickness equal to the thinnest member being joined;fabricated from material equal in chemical and physical properties to the thinnest member being joined. , Provide a minimum lap of 4 in.between the member being joined and the edge of the butt strap,welded on both the inside and outside,unless otherwise approved. Provide a minimum 6 in.welded outlet for inspecting each closure section,unless the access man way is within 40 ft.of the closure section.Provide forged steel threaded outlets of approved design,where required, for use in passing hose or lead wires into the pipe.Tap plugs with standard pipe threads and weld to the pipe in an approved manner,and use solid forged steel plugs for closure. Provide full penetration butt or welded joints as shown on the plans.Use flanged joints at valves unless otherwise shown on the.plans.Perform x-ray or ultrasonic testing of manual welds on special pipe and fittings. Dished Head Plugs:Provide dished head plugs(test plugs)to withstand field hydrostatic test pressure from either side of the plug.Ensure the design stress due to hydrostatic pressure is at most 50%of minimum yield.Pipe on the opposite side of the hydrostatic test may or may not contain water.Ensure the manufacturer of the steel pipe hydrostatically tests the plugs at the factory. Make curves and bends by deflecting joints,by using beveled joints,or by combining these methods,unless otherwise shown on the plans.Do not exceed the joint deflection angle recommended by the pipe manufacturer. Make penetration of spigot into bell at all points of circumference at least equal to minimum required penetration shown on the plans.Provide beveled pipe sections used in curved alignment of standard length except when shorter sections are required to limit the radius of curvature.In this case,provide equal length sections throughout the curve.Do not allow the bevel to exceed 5°. 2.2.6. Steel Pipe Flanges. Ensure steel pipe flanges shown on the plans conform to AWWA Standard C207 for Class D Flanges(same diameter and drilling as Class 125 cast-iron flanges ASA B16.1). Make cast-iron to steel pipe connections with 1 cast-iron bell flange and 1 steel slip-on flange,and ensure they are electrically isolated. 4-52 • 07-15 OTU 271 7049 The use of insulating gaskets,plastic bolt sleeves,and washers of insulating gasket material backed with zinc plated or hot-dip galvanized washers,or epoxy coated bolts,nuts,and washers used with an insulating gasket,are approved for this purpose. For inline flange joints 12 in.in diameter and greater and for butterfly valve flanges,use Pyrex LineBacker Type E phenolic gaskets manufactured by Pipeline Seal and Insulator Inc.,or approved equal. Use full-face gaskets for other flanged joints not listed above.Provide cloth-inserted rubber gasket material, 1/8 in.thick in accordance with AWWA C207.Ensure gaskets are factory-cut to proper dimensions. Maintain electrically isolated flanged joints between steel and cast-iron by using epoxy coated bolts,nuts, washers,and insulating type gaskets unless,otherwise approved. Fabricate flanges with oversize bolt holes,with flanges drilled in pairs,to accommodate insulating sleeves. 2.2.7. Steel Pipe Protective Coatings. 2.2.7.1. General. Use shop-applied protective coatings except for field repairs and coatings of field welded joints. The Engineer may provide for witness of inspection and testing of shop-applied coatings,however,such witness does not relieve the Contractor of the responsibility to furnish material,perform work,and provide quality control in conformance with the applicable AWWA Standard and the requirements of these specifications. The substrate surface profile and minimum and maximum individual and total dry film thickness(DFT) indicated in this specification apply.No requirement of this specification cancels or supersedes the specific written directions and recommendations of the specific coating manufacturer so as to jeopardize the integrity of the applied system.Measure the dry film thickness in accordance with SSPC PA2. Field test shop coating and field repairs for holidays,pinholes,or discontinuities,at voltage levels required by the applicable AWWA Standard and in accordance with the applicable NACE procedure,i.e.,PRO 188,RPO 274,TMD 384,etc.Submit the test procedure,including voltage levels to be used,before testing.Repair holidays in conformance with the applicable AWWA Standard. Provide documentation by a NACE-certified inspector of compliance with the required tests. Handle,store,and use field procedures for shop-coated pipe in conformance with the applicable AWWA Standards.Adequately seal and protect pipe ends from damage during handling and storage.Do not remove such protection until immediately before installing. Do not lift pipe using caliper clamps or hooks at ends of the pipe. Repair damage to the pipe or the protective coating caused while installing the pipe and before final acceptance by the owner,as directed and in conformance with the applicable standards. Keep the interior of the pipe and fittings clean of foreign matter before installing and until the work is accepted.Keep joint contact surfaces clean until jointing is complete. Furnish an affidavit of compliance that all materials and work furnished comply with the requirements of the applicable AWWA Standard and these specifications. 2.2.7.2. Internal Lining for Steel. Ensure the material used for the internal coating of the steel carrier pipe is NSF61-listed as suitable for contact with potable water as required by Chapter 290,Rules&Regulations for Public Systems,Texas Commission on Environmental Quality(TCEQ). Supply steel pipe with epoxy lining,capable of conveying water at temperatures not greater than 140°F. Provide linings conforming to American National Standards Institute/National Sanitation Foundation (ANSI/NFS)Standard 61,and certification from an organization accredited by ANSI.Unless otherwise noted, 5-52 07-15 OTU 272 7049 coat exposed(wetted)steel parts of flanges,blind flanges,bolts,and access manhole covers,with epoxy lining as specified. 2.2.7.2.1. Epoxy Lining. Use Liquid Epoxy meeting the requirements of AWWA C-210,"Liquid Epoxy Coating System for the Interior and Exterior of Steel Water Pipelines,"except as modified in this specification.Provide a Liquid.Epoxy system.consisting of three coats of polyamide epoxy(no coal tar material)as follows: • Prime Coat:2-part,chemically cured,NSF certified epoxy,4-6 mils dry film thickness(DFT). ■ . Intermediate Coat: 2-part NSF certified epoxy,4-6 mils(DFT). ■ Finish Coat: 2-part NSF certified epoxy,4-6 mils(DFT): Ensure the total system has a minimum DFT of 12 mils and a maximum DFT of 18 mils.Apply each coat in contrasting colors,using a buff prime and intermediate coat and a white finish coat.Use the same manufacturer to supply all material.Coal-tar epoxy material.is not permitted.For surfaces to be coated, abrasive blast clean them to a near-white finish in accordance with SSPC-5(64)to establish an average anchor profile of 2.0 to 3.0 mils,with no individual reading greater than 4.0 mils or less than 1.5 mils.Before applying,inspect the prepared and cleaned surface for evidence of non-visible contaminants such as soluble salts or chlorides in accordance with NACE Technical Committee Report"Surface Preparation of Contaminated Steel Surfaces,"NACE Publication 6G 186. Re-clean the surface as necessary,until it is free of such contaminants. Perform an interior adhesion test on pipe 30 in.in diameter and larger in accordance with ASTM D 4541. Minimum field adhesion:700 psi.Perform this test on pipe for project ata frequency of one for every 1000 sq.ft.of epoxy lining.Perform a cure test in accordance with ASTM D 4752(solvent rub test)and ASTM D 3363(pencil hardness)for each section of pipe.Repair tested areas with approved procedures. Provide Fusion Bonded Epoxy in accordance with AWWA C-213,"Fusion-Bonded Epoxy Coating for the Interior and Exterior of Steel Water Pipelines." 2.2.7.3. External Coating: 2.2.7.3.1. Above Ground. Externally coat above ground steel piping and fittings with a 3-coat epoxy/epoxy/polyurethane system in accordance with AWWA C-218,"Coating the Exterior of Aboveground Steel Water Pipelines and Fittings,"Section 2.5,Coating System No.4-91,except as,modified in this specification. • Prime Coat:2-component,inhibitive epoxy primer;DFT of 4-6 mils. ■ Intermediate Coat: 2-component,chemical resistant epoxy;DFT of 4-6 mils. • Finish Coat: 2-componant aliphatic polyurethane;,DFT 1.5-2.5 mils. • Ensure the total system has a minimum DFT of 9.5 mils and a maximum DFT of 14.5 mils.Apply each coat in contrasting colors,using a buff prime coat and a blue finish coat,or as directed.Use the same manufacturer to supply all material.For surfaces to be coated,abrasive blast clean them to a near-white finish in accordance with SSPC-SP10(NACE 2)to establish an average anchor profile of 2.0 to 3.0 mils,with no individual reading greater than 4.0 mils or less than 1.5 mils.Before coating,inspect the prepared and cleaned surface for evidence of non-visible contaminants such as soluble salts or chlorides in accordance with NACE Technical committee Report"Surface Preparation of Contaminated Steel Surfaces,"NACE Publication 6G 186.Re-clean the surface as necessary,until it is free of such contaminants. ' Perform an interior adhesion test on pipe 30 in.in diameter and larger in accordance with ASTM D 4541. Minimum field adhesion:700 psi.Perform this test on pipe for the project at a frequency of one for every 1000 sq.ft.of epoxy lining.Perform a cure test in accordance.with ASTM D 4752(solvent rub test)and ASTM D 3363(pencil hardness)for each section of pipe.Repair tested areas with approved procedures. 6-52 07-15 OTU 273 7049 Provide Fusion.Bonded Epoxy in accordance with AWWA C-213,"Fusion-Bonded Epoxy Coating for the Interior and Exterior of Steel Water Pipelines." 2.2.7.3.2. • Buried Steel Pipe,24 Inch Diameter and Larger Only. Coat buried steel pipe and fittings(except tunneled,cased,or augered holes)with either of the following systems: 2.2.7.3.2.1. Tape Coating. Provide an approved tape for external tape coating.Apply in accordance with AWWA C214 and the requirements of this section;80 mil shop-applied,Polyken YG-Ill,Tek-Rap Yard-Rap,or approved equal.Components:Primer,one 20 mil layer of inner-layer tape for corrosion protection and two 30 mil layers of outer-layer tape for mechanical protection.Bond coupling to adjacent pipes with bonding cables as shown on the plans. Use approved filler putty,type Polyken 939 insulating putty,or approved equal,to fill in the gap and create a smooth sloped transition between the top of the reinforcing plate and the pipe,before applying the tape coating. . Primer:Compatible with the tape coating,supplied by the coating-system manufacturer. Provide pipe with shop coatings cut back approximately 4 to 4-1/2 in.from the joint ends to facilitate joining and welding of pipe.Taper successive tape layers by 1 in.staggers to facilitate field wrapping and welding of joints.Inner and outer tape width: 12 in.or 18 in. Do not expose tape coating to direct sunlight for more than 60 days. Wrap specials and fittings that cannot be machine wrapped due to configuration,with primer layer and two layers of prefabricated tape,each 35 mils thick.Overlap machine applied tape with hand applied tape by minimum of 2 in.and bind to it. Apply Polyken approved 30 mil filler tape 931,or approved equal,parallel to spiral weld seams if weld height measures greater than or equal to 1/8 in. 2.2.7.3.2.2. Polyurethane Coating. Refer to Section 2.2.7.3.1.,"Above Ground."Heat Shrink Joint Sleeves for Tape Coating:Aqua-shield,or approved equal.For repairs to heat shrink joint sleeves,use Aqua-shield.Repair Patch Kit,or approved equal. 2.2.7.3.3. Steel Pipe in Tunneled,Cased,Bored,orAugered Holes. 2.2.7.3.3.1. 24 Inch and Larger: Prime steel pipe in tunneled or cased holes with.3.0 to 4.0 mils of a 2-part chemically cured rust inhibitive polyamide epoxy.Prepare the surface the same as for above ground external coating in accordance with Section 2.2.7.3.1.,"Above Ground."Fill the annular space between the tunnel or casing with the specified grout. 2.2.7.3.3.2. : 20 Inch and:Smaller: Coat steel pipe in bored or augered holes,or holes in a tunnel or casing,with Corropipe II-TX or Corroclad 2000 as manufactured by Madison Chemical Industries,Inc.-,or approved equal,and apply in strict conformance with the manufacturer's recommendations. For external field welds and other field repairs,use Madison Chemical"GP"II or"TX"Touch Up,or approved equal,in conformance with the manufacturer's recommendations. 2.2.7.4. Inspections and Testing of Coatings.Perform electrical inspection on the inner layer of tape before applying the intermediate layer of tape.If holidays are detected,repair holidays immediately before applying the outer layer of tape.Clear the holiday area of material and re-prime if necessary.Re-coat the area with inner wrap tape.Overlap the inner wrap tape onto the surrounding inner wrap coating by at least 2 in.. . Perform an electrical re-test at the repaired area after repairing the holiday,and before continuing the outer • -wrap. • 7-52 07-15 OTU. 274 7049 Shrink.Wrap:Perform an electrical inspection on the shrink wrap to check for holidays.Perform peel tests over the heat affected zone.Minimum acceptable result:15 lbs.ft.per inch. 2.3. Ductile-Iron Pipe and Fittings. 2.3.1. Ductile-Iron Pipe. Provide ductile-iron pipe conforming to the requirements of AWWA Standard C151. Provide minimum lengths of 18 ft.and minimum thickness of Class 51 for water lines.Provide minimum thickness Class 53 for flanged pipe and minimum thickness Class 52 for,areas with pipe offset sections.Use joints of the push-on type or flanged type unless otherwise shown on the plans.Use push-on joints conforming to the requirements of ASA Specification A21.11 (AWWA C111).Use flanged joints conforming to the requirements of.AWWA C115 including a cloth inserted rubber gasket material 1/8 in.thick for flanged. joints.Do not use threaded or grooved type joints which reduce the pipe wall thickness below the minimum required. • Provide polyethylene encasement material and install in accordance with AWWA C105,and backfill as specified.Apply a minimum of two complete wraps of 8 mil thick polyethylene.Use polyethylene encasement for open cut installations only.For augered sections or sections installed inside a tunnel or casing,provide polyurethane coating. Ensure the pipe manufacturer performs hydrostatic testing in accordance with AWWA C 151,Section 5.2.1, at the point of manufacture,conducts the test for a minimum of 2 min.and thoroughly inspects the pipe. Repair or reject pipe revealing leaks or cracks.Obtain from the manufacturer and submit to the Engineer,the manufacturer's written certification that the pipe and fittings used on this project have passed the hydrostatic test. Prevent any lateral movement of thrust restraints throughout the pressure testing and operation.Passive resistance of soil will not be permitted in the calculation of thrust restraint. Clearly mark the pipe section to show the location and thickness or pressure class color code. Provide an exterior coating,in open cut excavations,consisting of a prime coat and an outside asphaltic coating conforming to AWWA C110,C115,or C151 for pipe and fittings.Encase the water line in a double wrap of polyethylene.Use polyethylene wrap conforming to the requirements of Section 2.13.,"Polyethylene Film Wrap,".'and Section 3.16.,"Polyethylene Film Wrap."Install bond wire as specified. Coat Ductile-Iron pipe in augered holes with a polyurethane coating.Use a polyurethane coating conforming to the same requirements as those in Section 2.2.7.3.3.,"Steel Pipe in Tunneled,Cased,Bored,or Augered Holes." 2.3.2. Fittings for Ductile-Iron Pipe. Ensure fittings for use with ductile-iron pipe of nominal sizes 4 in.through 48 in.conform to AWWA Standard C110 or C153. Use joints of the push-on type or flanged type unless otherwise shown on the plans.Use push-on joints conforming to the requirements of ANSI Specification A21.11 (AWWA C111),rated for a 250 psig working pressure or A21.53(AWWA C153).Use flanged fittings conforming to,AWWA C110,of cast or ductile iron and conforming to ANSI B16.1,class 125 rated at 250 psig working pressure.Screw flanged fittings on threaded pipe ends done in the shop in accordance AWWA C115 for attaching,aligning,and facing. Coat the inside and outside surfaces of the fittings as specified for the regular lengths of ductile-iron pipe. Regardless of the coating system,for flanged joints in buried service,provide a petrolatum wrapping system, Denso,or approved equal,for the complete joint and alloy steel fasteners.Altematively,provide bolts made of Type 304 stainless steel. Bond joints in accordance with Section 2.6.,"Joint Bonding and Electrical Insulation." 8-52 07-15 OTU 275 7049 2.3.3. Restrained Joints. For buried services,restrain ductile iron pipe 16 in.diameter and larger from movement, using special joints. Provide the following or approved equal: • Super-Lock Joint by Clow Corporation. •. Flex-Ring or Lok-Ring by American Cast Iron Pipe Company. • TR-Flex or Field-Lok Joint by U.S.Pipe and Foundry Company. Provide restrained joints with enough distance from each side of the bend,tee,plug,or other fitting to resist thrust developed at the design pressure for the pipe. Use water main interior coatings conforming to AWWA C104 or ANSI A21.4,cement-lined with seal coat or ANSI A 21.16 fusion-bonded epoxy coating. Ensure the material used for internal coating is NSF 61 and listed as suitable for contact with potable water as required by Chapter 290,Rules and Regulation for Public Water Systems,Texas Natural Resources Conservation Commission(TNRCC). • 2.4. Polyvinyl Chloride Pipe(PVC)Pipe and Fittings: 2.4.1. Polyvinyl Chloride Pipe,2 Inch through 20 Inch. Provide PVC pipe 4 in.and larger with integral bell type gasketed push-on joints or plain end pipe with twin-gasketed couplings conforming to the requirements of ASTM Designation D3139 for push-on-type joints. Use rubber gaskets conforming to the requirements of ASTM Designation D1869.Lubricate gaskets with a nontoxic water-soluble lubricant before joining pipe units. Fit pipe units together in such a manner to avoid twisting or damaging the rubber gasket. Mark furnished PVC pipe on the spigot end for proper depth of makeup to the bell end of a joining length of pipe or fitting. Provide valves for use with PVC pipe conforming to the requirements of Section 2.9.,"Gate Valves,Tapping Valves,and Tapping.Sleeves,"except provide valve ends of the push-on-joint type for use with PVC pipe. Provide self-extinguishing PVC pipe that bears Underwriters'Laboratories mark of approval and is acceptable without penalty to Texas State Fire Insurance Committee for use in fire protection lines.Ensure PVC pipe bears the National Sanitation Foundation Seal of Approval(NSF-PW). Provide PVC meeting the following thickness when using restrained joints: ■ DR 18: For restrained joints where shown in the plans. • DR 14: For alternate to offset pipe sections shown on the plans. Do not use PVC pipe for offset sections with depth cover greater than 20 ft.or less than 4 ft.Do not use PVC pipe in potentially petroleum-contaminated areas. Make curves and bends by deflecting joints.Do not exceed the maximum deflection recommended the by the pipe manufacturer.Submit details of other methods of providing curves and bends for review by the Engineer. Gaskets:Use gaskets meeting the requirements of ASTM F 477.Use elastomeric factory-installed gaskets to make joints flexible and watertight.Flat Face Mating Flange:Full faces 1/8 in.thick ethylene propylene rubber(EPR).Raised Face Mating Flange:Flat ring 1/8 in.EPR,with filler gasket between the outside diameter(OD)of the raised face and the flange OD to protect the flange from the bolting moment.Lubricant for rubber-gasketed joints:Water-soluble,non-toxic,non-objectionable in taste and odor imparted to fluid, non-supporting of bacteria growth,and causing no deteriorating effect on PVC or rubber gaskets.Use one manufacturer to furnish PVC pipe.When an approved PVC system is used as alternate to offset pipe section, a second manufacturer may be used.Do not use PVC pipe in potentially or known contaminated areas.Do not use PVC pipe in areas exposed to direct sunlight. Ensure the pipe manufacturer performs hydrostatic testing accordance with AWWA C 900,AWWA C 905, AWWA C 909,and ANSI A 21.10(AWWA C 110)at the point of manufacture.Obtain from the manufacturer 9 52 07-15' OTU 276 • 7049 and submit to the Engineer,the manufacturer's written certification that the pipe and fittings used on this project have passed the hydrostatic test. 2.4.2. Fittings for Polyvinyl Chloride Pipe,2 Inch. Provide PVC pipe manufactured in accordance with the requirements of ASTM Designation D1784 for PVC 12454E(Type I,Grade 1)or PVC 12454C(Type I,Grade 1)and with a standard thermoplastic pipe dimension ratio(SDR)equal to 21. Use fittings for 2 in.PVC pipe with a minimum pressure rating of 200 psi.Use fittings of the solvent-weld, socket type conforming to the requirements of ASTM D2466,or the gasketed push-on type conforming to the requirements of ASTM D2241.Use PVC solvent cements manufactured in accordance with ASTM D2564. 2.4.3. Polyvinyl Chloride Pipe,4 Inch Through 20 Inch'. PVC pipe 4 in.through 12 in.:AWWA C 900,AWWA C 909,Class 150,DR 18;AWWA C 900,Class 200,DR 14 as altemate to offset pipe sections;nominal 20 ft. lengths;cast-iron equivalent outside diameters.Pipe 14 in.through 20 in.:AWWA C 905;Class 235;DR 18; nominal 20 ft.lengths;cast-iron equivalent outside diameter. Use joints conforming to the same requirements as those specified for 2 in.PVC pipe. 2.4.4. Bends and Fittings for PVC Pipe,4 Inch through 20 Inch. Provide fittings conforming to the requirements of Section 2.3.2.,"Fittings for Ductile-Iron Pipe."Use polyethylene wrapped fittings as required by Section 2.13.,`Polyethylene Film Wrap,"and Section 3.16.,"Polyethylene Film Wrap." Provide restrained joints with enough distance from each side of the bend,tee,plug,or other fitting to resist thrust developed at the design pressure for the pipe. Approved Certa-Lok PVC restrained joints,200-250 psi,may be provided for up to 12 in.in diameter.Where preventing movements of 12 in.diameter or greater pipe due to•thrusts is necessary,provide the following restrained joints,or approved equal: 2.4.4.1. Fittings. JCM 610 Sur-Grip Fitting Restrainer by JCM Industries,Inc.or Series 500 Fitting Restrainer by Ebba Iron,Inc.,One Bolt by One.Bolt,Inc.,or approved equal. 2.4.4.2. Bell and Spigot. JCM 620 or 621 Sur-Grip Bell Joint Restrainer by JCM Industries,Inc.or Series 1500 or Series 1100HV Joint Restrainer by Ebba Iron,Inc.,One Bolt by One Bolt,Inc.,or approved equal. 2.4.5. Nonmetallic Pipe Detection. Where nonmetallic pipe is installed longitudinally underground,provide for a method of detecting the location of the nonmetallic pipe.The specific method is shown on the plans or will be approved.This system may involve some components to be installed in the trench around the pipe to be detected using a metal detector.Or the system may consist of locating equipment capable of creating a non- destructive pressure wave which can be detected above ground using a portable detection device with both audible and visual indicators.Ensure either system of detection is capable of accurately locating the pipe to a maximum depth of 3 ft.over the areas shown on the plans. Either system must be capable of locating lines under earth,concrete,or asphaltic surfaces.Use equipment, materials,and installation as specified by the manufacturer. 2.5. Fiberglass Reinforced Plastic(FRP)Pipe for Casing. • 2.5.1. FRP Casing Pipe. Ensure pipe used for casing is centrifugally cast fiberglass pipe conforming to the requirements of AWWA Standard C 950 and the requirements of this section. Design fiberglass casing pipe wall thickness to withstand the most critical simultaneous application of external loads,including construction loads and internal pressures.Base the design on the minimum of AASHTO HS-20 loading,AREMA E-80 loads,and depths of bury as indicated on the plans.Design for the most critical groundwater level condition.The pipe design conditions follow: ■ Working Pressure=100 psi 10-52 07-15 OTU 277 7049 ■ Hydrostatic Field Test Pressure=150 psi Provide the pipe with pressure rated fiberglass sleeve couplings or 0-ring bell-and-spigot joints that use elastomeric sealing gaskets to maintain joint water-tightness conforming to the requirements of ASTM,D 4161.Provide the casing end treatments with rubber boot type seals capable of maintaining casing water- tightness.Provide casing pipe,gasketing and end treatments that have a very-low to zero corrosive reaction to the chemicals listed on the pipeline product lines shown in the plans.The pipeline products encountered at proposed water line crossings include,but are not limited to: ■ MTBE(Methyl Tertiary Butyl Ether) ■ TBA(tertiary butyl arsine) • Nitrogen • Benzene • Petroleum • Natural Gas • Ethane Provide pipe manufactured with an epoxy vinyl ester resin with the physical and chemical properties of HETRON 970-35 by Ashland,or approved equal. . . Provide fiberglass casing sections in nominal lengths of 20 ft.Provide a stiffness class of fiberglass pipe that satisfies design requirements,but not less than 46 psi,when used in direct bury operation.For tunneled and augered sections,use pipe and pipe joints designed to carry loads including but not limited to:, Overburden and lateral earth pressures,subsurface soil,grouting,other conditions of service,thrust of jacks,and stress anticipated during handling and installation.Do not create grout holes with pipe: Submit shop drawings signed and sealed by a Professional Engineer licensed in State of Texas showing following: . • Manufacturer's pipe design calculations including thrust restraint design. • Details of pictorial nature of critical features and specials indicating alignment and grade,laying dimensions,fabrication,fitting,flange,and fully dimensioned details,with plan view detailing pipe invert elevations,bends,and other critical features. Indicate station numbers for fittings corresponding to the e plans. Do not start production of pipe and fittings before review and approval by Engineer. Provide final approved lay schedule on CD-ROM in Adobe Portable Document Format(*.PDF). . ■ Certification from manufacturer that design was performed for the project in accordance with the requirements of this section.This Certification is to be signed and sealed by Professional Engineer licensed in the State of Texas. ■ . Gasket and resin selection for approval. 2.6. Joint Bonding and Electrical Insulation. For electrical bond wires,use a minimum No.2 AWG,7 strand, and copper cable,furnished with high molecular weight polyethylene insulation(HMWPE).Remove 1 in.of HMWPE insulation from each end of the bond wire.Provide.2 bond wires as shown on the plans. Provide a flange adaptor with an insulating kit,as required,when connecting new piping to existing piping and piping of different materials.Provide electrical flange insulation through the installation of the following materials: 2.6.1. Insulating.Gasket. . 2.6.1.1. Piping Sized 30 Inches in Diameter and Greater.Provide Pyrox G-10 with nitrile seal,Type E LineBacker gasket as manufactured by Pipeline Seal and Insulator,Inc.or approved equal. 2.6.1.2. Piping Sized Between 12 Inches and 24 Inches in Diameter: Provide Phenolic PSI with nitrile seal,Type E LineBacker gasket as manufactured by Pipeline Seal and Insulator,Inc.,or approved equal. 11-52 07-15 OTU 278 7049 The Contractor may provide a plain-faced phenolic gasket,as manufactured by Pipeline Seal and Insulator, Inc.,or approved equal.Place the phenolic gasket between two full-faced gaskets.Provide cloth-inserted _ rubber gasket material,1/8 in.thick in accordance with AWWA C207.Use gaskets that are factory cut to proper dimensions. 2.6.2. Sleeves and Washers. 2.6.2.1. Piping Sized 30 Inches in Diameter and Greater. Provide full length Mylar sleeves with Pyrox G-10 washers,double washer sets as manufactured by Pipeline Seal and Insulator Inc.,or equal. 2.6.2.2. Piping Sized Between 12 Inches and 24 Inches in Diameter.Provide full length Mylar sleeves with phenolic washers,double washer sets as manufactured by Pipeline Seal and Insulator,Inc.or approved • equal. 2.7. Copper Tubing for Copper Service Lines and Small Mains. For 3/4 in.,1 in.,1-1/2 in.,and 2 in.diameter copper tubing for underground service,use Type"K"soft annealed and seamless with the proper bending temper and conforming to ASTM Designation B88 and Federal Specification WW-T-799 with the following exceptions: Section 14 of ASTM Designation B88 is hereby modified to provide for the following number of samples for each size of tubing: • For each 7,500 ft.of tubing 1 sample • Items of less than 7,500 ft.of tubing 1 sample Furnish 3/4 in.and 1 in.tubes in 60 ft.coils.Furnish 1-1/2 in.and 2 in.tubes in coils of minimum 40 ft.length. Use minimum joint spacing in multiples of 60.ft.or 40 ft.respectively Provide flared or compression-type brass fittings for use with Type K annealed copper tubing in accordance with AWWA C800. 2.8. Brass Fittings for Underground Services Lines and Small Mains(Less Than 24 inch Diameter). • 2.8.1. General. Unless otherwise provided in this specification,use brass fittings in underground installations of service lines and small mains in the water distribution system. Use brass fittings composed of Copper Alloy No.C 83600 conforming to the requirements of ASTM Designation B62.Ensure the general pattern for each fitting conforms to that of standard brass fittings as manufactured by Mueller Company,Hays Manufacturing Company,or an approved equal. Compression fittings may be used for unions except where they occur under existing or future paving.Use compression tube fittings with Buna-N beveled gaskets. Ensure each fitting has the manufacturer's name or trademark and size plainly stamped into or cast on the body.Provide straight pipe adjacent to fittings for at least 10 in. Provide waterways no smaller in diameter than the nominal size of the stop and accurately finish to a watertight joint;face all nuts and washers to a true fit;and design them such that the joint remains watertight and reasonably easy to operate after repeated use over a number of years..Use external threads conforming to AWWA Standard C800 and,on corporation stops,protect them in shipment by using plastic coatings or an alternate approved method. 2.8.2. Corporation Stops. Provide inlet ends of one of the following types:Standard corporation stop threads as specified in Table 1,AWWA C800;iron pipe thread(permissible for use with service saddles only);or Hays 4200-4202 or approved equal. 12-52 07-15 OTU 279 7049 Use one of the following types of valve body:Tapered plug type;0-ring seat ball type;or the rubber seat ball type. Provide outlet ends with a flared-copper connection for use with Type-K soft copper or compression type fitting. For PVC pipe,provide all brass corporation stops specifically designed for use with PVC pipe. 2.8.3. Curb Stops. Provide inlet ends with flared copper connections or compression type fittings. Use a valve body with a straight through or angled meter stop design equipped with padlock wings and of the 0-ring seal straight plug type or the rubber seat ball type. Provide the outlet with female iron pipe threads or swivel nut meter spud threads,3/4 in.and 1 in.stops,and with 2-hole flanges.for 1-1/2 in.and,2 in.sizes. 2.8.4. . Service Saddles. Provide service saddle with dual straps and one of the following types: Brass body and straps;ductile-iron body.and straps,vinyl coated;ductile-iron body,vinyl coated with stainless steel straps. Taps for PVC Water Mains:Use dual strap or single,wide band strap saddles which provide full support around the circumference of the pipe and a bearing area with enough width along the axis of the pipe,2 in. minimum,to ensure that the pipe will not be distorted when the saddle is tightened.Use Romac Series 101 N wide band,stainless-steel tapping saddle with AWWA standard thread(Mueller thread),or approved equal. 2.8.5. Angle Stops. Provide angle stops in accordance with AWWA C800;ground-key stop type with bronze,lock- wing head stop cap;inlet and outlet threads conforming to the application tables of AWWA C800;and inlet side with a flared connection or Mueller 110 compression type,or an approved equal. 2.8.5.1. Outlet for 314 Inch and 1 Inch Size. Provide meter swivel nut with saddle support. 2.8.5.2. Outlet for 1.112 Inch through 2 Inch Size. Provide 0-ring sealed meter flange,-iron pipe threads. 2.8.6. Fittings.'Provide fittings in accordance with AWWA C800 and as described below: 2.8.6.1. Castings..Smooth,free from burrs,scales,blister,sand holes,and defects which would make them unfit for their intended use. 2.8.6.2. Nuts. Smooth cast and with symmetrical hexagonal wrench flats. 2.8.6.3. , ' Flare joint Fittings. Smooth cast.Machine seating surfaces for metal-to-metal seal,to proper taper or curve,free from any pits or protrusions. 2.8.6.4. Thread Fittings. Use N.P.T.threads and protect male threaded ends in shipment by using plastic coatings or other equally satisfactory means. 2.8.6.5. Compression Tube Fittings. Provide with a Buna-N beveled gasket. Brass fittings will require the following testing: . in Submerge in water for 10 sec.at 85 psi with stops in both closed and open positions. • Reject any fittings that show air leakage. The Department may confirm tests locally.. An entire lot from which samples,were taken will be rejected when random sampling discloses unsatisfactory fittings. 2.9. Gate Valves,Tapping Valves,and Tapping Sleeves. 2.9.1. Gate Valves. Use gate valves conforming to AWWA Standard C500,C509,C515,and the following supplemental specifications: 13-52 07-15 OTU 280 . 7049 Provide direct-bury valves and valves in subsurface vaults that open clockwise.Prove above-ground valves that open.counter-clockwise. If the type of valve is not indicated on the plans,use gate valves as line valves for sizes less than 20 in.If the type of valve is specified,no substitute will be allowed. Use.a valve body of straight-through or angled,meter-stop design equipped with the following: ■ . 0-Ring Seal—straight plug type. in Rubber Seat—ball type Provide the outlet end with female,iron-pipe threads or swivel-nut,meter-spud threads on.3/4 in.and 1 in. stops;and with a 2-hole flange on 1-1/2 in.and 2 in.sizes.. Where installing at depths greater than 4 ft.,provide gate valves with a non-rising,extension stem with a coupling able to attach securely to the operating nut of the valve.Terminate the upper end of the extension stem in a square wrench nut no deeper than 4 ft.from the finished grade.Support the extension stem with an arm attached to the wall of the manhole or structure that loosely holds the extension stem and allows rotation . in the axial direction only. . Provide gate valves in factory mutual type meter installations conforming to the provisions of this specification with outside screw and yoke valves,and carrying the label of Underwriter's Laboratories,Inc. Provide coatings in accordance with AWWA C550;Indurall 3300 or approved equal,that are non-toxic;do not impart taste to water;function as a.physical,chemical,and electrical barrier between base the metal and surroundings;and are a minimum 12 mil thick fusion-bonded epoxy.Before assembling the valve,apply,the protective coating to the interior and exterior surfaces of the body. Provide flange joints when the valve is connected to steel pipe. Mount valves horizontally if the proper ground clearance cannot be achieved by a normal vertical installation. For horizontally mounted gate valves,provide bevel operation gear.that is mounted vertically,for above ground operation. 2.9.1.1. . Gate Valves 1-112 Inches in Diameter and Smaller. Use an operating pressure of 125 psi;bronze mounting;rising-stem;single-wedge;disc type;screwed ends;Crane No.428,or approved equal. 2.9.1.2. Gate Valves 2 Inches in Diameter. Use an iron body;double gate;non-rising stem;150 lb.test;2 in. square nut operating clockwise to open. . . • 2.9.1.3. Gate Valves 4 Inches to 12 Inches in Diameter. Non-directional;standard-wall resilient-seated in accordance with AWWA C509,parallel seat double disc in accordance with AWWA C500,or.reduced-wall resilient-seated gate valves AWWA C515;operating pressure of 200 psi;pressure rating bronze mounting; push-on bell ends with rubber joint rings and nut-operated unless otherwise specified;resilient-seated provided by American Darling AFC-500,US Pipe Metro Seal 200,or approved equal;Reduced-wall resilient seated valves by American Flow Control Series 2500,or approved equal;double disc provided by American Darling 52,Clow'F-6102,or approved equal;and comply with following unless otherwise shown on the plans: 2.9.1.3.1. Design.Fully encapsulated rubber wedge or rubber seat ring mechanically attached with minimum 304 stainless steel fasteners or screws;threaded connection isolated from water by compressed rubber around opening. 2.9.1.3.2. . .Body. Cast or ductile iron;flange bonnet and stuffing box together with ASTM A307 Grade B bolts.Cast the manufacturers initials,pressure rating,and year manufactured into the valve body. 14-52 07-15 OTU 281 7049 2.9.1.3.3. Bronze. Ensure that the valve components in the waterway contain at most 15%zinc and at most 2% aluminum. • 2.9.1.3.4. Stems. ASTM B763 bronze,alloy number 995 minimum yield strength of 40,000 psi;minimum elongation in 2 in.of 12%;non-rising. 2.9.1.3.5. 0-rings. For AWWA C509,Sections 2.2.6 and 4.8.2.For AWWA C500,Section 3.12.2.For AWWA C515, Section 4.2.2.5. 2.9.1.3.6. Stem Seals. Consist of 3 0-rings,2 above and 1 below the thrust collar,with an anti-friction washer located above the thrust collar. 2.9.1.3.7. Stem Nut. Independent or integrally cast of ASTM B62 bronze. 2.9.1.3.8. Resilient Wedge. Molded;synthetic rubber;vulcanized and bonded to cast-iron or ductile-iron wedge tested to meet or exceed ASTM D429 Method B;or attached with 304 stainless steel screws;seat against epoxy- coated surface in the valve body. • 2.9.1.3.9. Bolts. Furnish in accordance with AWWA C509 Section 2.2.5,AWWA C500 Section 3.4,or AWWA C515 Section 4.4.4 stainless steel;cadmium-plated,or zinc-coated. 2.9.1.4. Gate Valves 14 Inches and Larger in Diameter. AWWA C500;parallel seat double disc,or AWWA C515; reduced-wall,resilient-seated gate valves;flanged ends and nut-operated unless otherwise specified. Provide reduced-wall resilient-seated valves with 250 psig pressure rating and manufactured by American . Flow Control Series 2500,or approved equal.Provide double disc valves with 150 psig pressure rating and manufactured by American Darling 52,Clow F-6102,or approved equal.Comply with following requirements unless otherwise shown on the plans. . 2.9.1.4.1. Body. Cast iron or ductile iron;flange together bonnet and stuffing box with ASTM A 307 Grade.B bolts. Cast the following into the valve body:manufacturer's initials,pressure rating,and year manufactured.When mounting horizontally,equip valves greater in diameter than 12 in.with rollers,tracks,and scrapers. 2.9.1.4.2. 0-rings. For AWWA C500,Section 3.12.2.For AWWA C515,Section 4.2.2.5. 2.9.1.4.3. Sterns. ASTM B 763 bronze,alloy number 995 minimum yield strength of 40,000 psi;minimum elongation in 2 in.of 12%,non-rising. 2.9.1.4.4. Stem Nuts. Machined from ASTM B 62 bronze rod with integral forged thrust collar machined to size;non- rising. 2.9.1.4.5. . Stem Seals. Consist of 3 0-rings,2 above and 1 below the thrust collar,with an anti-friction washer located above the thrust collar for operating torque. 2.9.1.4.6. Bolts. AWWA C500 Section 3.4 or AWWA C515 Section 4.4.4;stainless steel:cadmium-plated,or zinc- coated. 2.9.1.4.7. Discs. Cast iron with bronze disc rings securely pinned into machined dovetailed grooves. 2.9.1.4.8. Wedging Device.Solid bronze or cast-iron,bronze-mounted wedges.Thin plates or shapes integrally cast into cast-iron surfaces are acceptable.Provide other moving,surfaces integral to wedging action that are bronze monel or nickel alloy-to-iron. 2.9.1.4.9. Gear Cases. Cast iron;fumished on 18 in.and larger valves andof extended type with steel side plates; lubricated;gear case enclosed with oil seal or 0-rings at shaft openings. 15-52 07-15 OTU 282 7049 2.9.1.4.10. Bronze Mounting. Built as integral unit mounted over,or supported on,cast-iron base and of sufficient dimensions to be structurally sound and adequate for imposed forces. 2.9.1.4.11. Stuffing Boxes. Located on the top of the bonnet and outside the gear case. Provide a bypass for double-disc gate valves 24 in.and larger. 2.9.1.5. Gate Valves 14 Inches to 36 Inches in Diameter. Provide AWWA C515,reduce-wall,resilient-seated gate valves with 250 psi pressure rating.Furnish with spur or bevel gearings. Mount valves horizontally if proper ground clearance cannot be achieved by normal vertical installation. For horizontally mounted gate valves,provide bevel operation gear mounted vertically for above ground operation. Use valve body,bonnet,wedge,and operator nut constructed of ductile-iron. Fully encapsulate the exterior of the ductile-iron wedge with rubber.Ensure the wedge is symmetrical and seals equally well with flow in either direction. Bolts:AWWA C515,Section 4.4.4,stainless steel;cadmium-plated or zinc-coated. Provide high-strength bronze stem and nut. U 0-rings:AWWA C515,Section 4.2.2.5,pressure 0-rings as gaskets.Provide stem sealed by 3 0-rings. The top 2 0-rings are to be replaceable with the valve fully open at the full rated working pressure.Provide thrust washers for the thrust collar for easy valve operation. 2.9.2. Tapping Valves. Provide double disc or resilient wedge type tapping valves meeting the requirements of gate valves,as listed above,except for the type of joints;inlet flanges meeting AWWA C110,Class 125 or meeting AWWA C110,Class 150 or higher and with a minimum eight-hole flange.Provide outlets with standard mechanical or push-on type joints that fit any standard tapping machine. Provide a valve seat opening such that a full-size shell cutter for the nominal size tap may pass through the valve without any contact with the valve body. Provide valve boxes conforming to the requirements of Section 2.11.,"Valve Boxes." 2.9.3. Tapping Sleeves. Provide tapping sleeve bodies in accordance with AWWA C110 ductile-iron;or AWWA C111 carbon steel;in 2 sections to be bolted together with high-strength,corrosion-resistant,low-alloy,steel bolts,and with mechanical joint ends. Provide flanged branch outlets of tapping sleeves;machined recess in accordance AWWA C207 Class D, ANSI 150 lb.drilling.Ensure the gasket is affixed around the recess of the tap opening to preclude rolling or binding during installation. Provide tapping sleeves with a 3/4 in.NPT test opening for testing before tapping.Provide a 3/4 in.bronze plug for the opening. 2.9.3.1. Steel Sleeves.Do not use steel sleeves for taps greater than 75%of the pipe diameter. Use steel sleeves only on pipe diameters 6 in.and larger.No"size-on-size"sleeve will be permitted(i.e.,6 in.x 6 in.,etc.).To accomplish size-on-size connections,the next smaller tap may be made and a LEB(large end bell)increaser used.Where fire service from a 6 in.main is approved,only a ductile-iron split sleeve is permitted. 16-52 07-15 OTU 283 7049 Provide a body of heavy welded steel construction.Groove the top half of the body to permanently retain a ,neoprene 0-ring seal against the outside diameter of the pipe. Provide fusion-bonded steel sleeves,epoxy-coated to a minimum 12 mil thickness.Ensure the finished epoxy coat is free of laminations and blisters;does not peel;remains pliant and resistant to impact.Ship steel sleeves in wooden crates that protect the epoxy coating during transport and storage. Use bolts and nuts conforming to AWWA Standard C500,Section 3.5,and coated with a 100%vinyl resin(or made of corrosion resistant material). Steel Tapping Sleeves:Use Smith Blair No.622,Rockwell No.623,JCM No.412,or approved equal. 2.9.4. ' Air Release and Vacuum Relief Valves. 2.9.4.1. Combination Air Valves. Provide where combination air valves are designed to fulfill the functions of air release,permitting the air accumulated in the line at the high point of elevation to escape while the line is under pressure,and vacuum relief.Valve exterior:Paint with shop-applied primer suitable for contact with potable water.Provide Apco Model 145C or 147C,Val-matic Series 200,or approved equal valves as shown on the plans. 2.9.4.2. Air Release Valves. Provide with flanged inlet and outlet connections as specified on the plans.For 2 in. and 3 in.single body valves,size the orifice for a 100 psi working pressure.Fabricate the air relief valve of materials as follows:body and cover,ASTM A 48,Class 30 cast-iron;float and leverage mechanism,ASTM A 240 or A 276 stainless steel;orifice and seat,stainless steel against Buna-N or Viton mechanically retained with hex head nut and bolt.Other valve internals:stainless steel or bronze. 2.9.4.3. Air Release and Vacuum Valves. Provide single-body standard combination or duplex-body custom combination valves as shown on the plans. 2.9.4.3.1. 2 Inch and 3 Inch Single-body Valves. Provide inlet and outlet sizes as shown on the plans and an orifice sized for a 100 psi working pressure.Valve materials:Body,cover,and'baffle,ASTM A48,Class 35,or ASTM A126,Grade B cast iron;plug or poppet,ASTM A276 stainless steel;float,ASTM A240 stainless steel;seat,Buna-N;other valve internals,stainless steel.Paint valve exterior with an epoxy shop-applied primer.Provide Apco Model 145C or 147C,Val-Matic Series 200,or approved equal. 2.9.4.3.2. 3 Inch and Larger Duplex-body Valves. As shown on the plans,provide an Apco Series 1700 with a No. 200 air release valve,GA Industries Fig.No.ARIGH-21 K1280,or approved equal. Air and vacuum valve materials:Body and cover,ASTM A48,Class 35,cast iron;float,ASTM A240 stainless. steel;seat,Type-304,stainless steel and Buna-N;other valve internals,stainless steel or bronze.Air release valve:Construct as specified in Section 2.9.4.2.,"Air Release Valves." 2.9.5. External Coating Above Ground'Valves.Coat valves with a polyurethane coating conforming to the same requirements under Section 2.2.7.3.2.2,"Polyurethane Coating.".. 2.10. Butterfly Valves. Provide butterfly valves and operators conforming to the requirements of AWWA Standard C504 Class 150B,except as modified or supplemented in this specification.Provide short-body valves with a flanged design for closing against a flow velocity of 16 ft.per sec.at a normal working pressure of 150 psi and with a downstream pressure of 0 psi(Class 150B). . Provide direct-bury valves and valves in subsurface vaults that open clockwise.Provide above-ground and plant valves that open counter-clockwise. Body:Cast iron,ASTM 126,Class B. Discs for Butterfly Valves:Either cast-iron or ductile-iron.. 17-52 ' 07-15 OTU 284 7049 Provide valves with Buna-N or neoprene seats mounted either on the disc or in the body.Mechanically secure the seats,not relying solely on adhesive properties of epoxy or similar bonding agents to attach the seats to the body.Mechanically retain the seats on the disc by using stainless steel(18-8)retaining rings held in place by stainless steel(18-8)cap screws that pass through a rubber seat for added retention.When the seat is on the disc,retain the seat in position by using shoulders located on both the disc and the stainless-steel retaining ring.Provide mating surfaces for seats of Type 304 or Type 316 stainless steel, • secured to.the disc by mechanical means.Sprayed on or plated mating surfaces will not be allowed.Provide a cast-iron disc conforming to ASTM A126,Class B or ductile-iron conforming to AWWA C151.The seat must be replaceable in the field for valves greater than 30 in.in diameter:Valves with segmented retaining rings will not be.accepted. Coat interior wetted ferrous surfaces of the valve,including the disc,with epoxy suitable for potable water conditions.Furnish epoxy,perform surface preparation,and apply epoxy in,accordance with AWWA C550 and the coating manufacturer's recommendations.Provide 3 coats of 2-component,high-build epoxy with a minimum dry thickness of 12 mils.Use.lndurall 3300,or approved equal,epoxy coating.Holiday test and measure the coatings for thickness. Use Type 304 or Type 316 stainless steel for the valve shaft and keys,24 in.in diameter and greater,that require a minimum of 2 in.,ortaperpins used for attaching the valve shaft to the valve disc.Do not use a torque plug to attach the valve shaft to the valve disc.All portions of shaft bearings:'Stainless steel,bronze, nylon,or Teflon(supported by fiberglass mat or backing material with,a proven record of preventing Teflon flow under load)in accordance with AWWA C504,stainless steel bearing material.Design the valve shaft to withstand 3 times amount of torque necessary to the open the valve. Packing:Field-adjustable,split-V type,and replaceable without removing the operator assembly. Retaining hardware for seats:Type 304 or Type 316 stainless steel.Nuts and screws used with clamps and discs for rubber seats:Securely held with lock tight,or other approved method,from loosening by vibration or cavitational effects. . Seat the valve disc in a position 90°to the pipe axis and ensure it rotates 90°between the fully-opened and tightly-closed position.Install valves with valve shafts horizontal and the convex side of the disc facing the anticipated direction of flow,except where shown otherwise on the plans. Use push-on or flanged(flanged valves coupled to Bell-Flange adapters may be used)joint types for installation with cast-iron or ductile-iron pipe.Use flanges conforming in dimensions and drilling to ANSI B16.1 for cast-iron body valves,Class 125.Use bolts conforming to AWWA Standard C500,Section 9,in valve installations,including bolts for operators,housing,,etc.Use flanged joints for steel or concrete steel cylinder pipes. Provide properly sized gear type actuators for valves 8 in.and larger.Provide fully enclosed and traveling-nut type,rack and pinion type,or worm-gear type gear actuators.Equip direct-bury valves with a,2 in.square nut operating clockwise to open the valve.Completely enclose the space between the actuator housing and the valve body.Ensure that no moving parts are exposed to the soil or elements.Provide oil-tight and water-tight actuators,factory packed with suitable grease.Use operators conforming to the requirements of AWWA Standard C504 and equipped with adjustable limit stop devices. Design worm-gear and traveling-nut operators so a torque of 150 ft.-lb.or less will operate the valve at the most adverse condition for which the valve is designed.Ensure the vertical axis of the operating nut does not move as the valve.is opened or closed. If the type of valve is not indicated on the plans,use butterfly valves for line valve sizes 24 in.and larger.For valves 24 in.and larger,provide valves manufactured by Pratt,Dezurik,or approved equal.Provide valves from an approved manufacturer.Provide valves and actuators from the same valve.or actuator manufacturer. • . Ensure the shaft connecting the actuator to the valve body is fully enclosed.Provide a fully enclosed, watertight bonnet and extension 18-52 07-15 OTU 285 7049 2.11. Valve Boxes. Provide Type"A,"cast-iron or ductile-iron slide-type valve boxes as manufactured by Bass and Hays Foundry,Inc.or approved equal.Ensure the chemical composition of Casting'"A"conforms to the requirements of AWWA Standard C110.Fabricate the base of each valve box from 6 in:cast-iron or ductile- iron pipe;conforming to the requirements of this specification except that the lining and coating will comply with this section. Cast a letter into the lid,1/2 in.in height and raised 3/32 in.,for valves serving potable water lines. Coat boxes,bases,and lids by dipping them in hot bituminous varnish. 2.12. Fire Hydrants. 2.12.1. General.Provide fire hydrants,including 6 in.gate valve and box,conforming to the requirements of AWWA C502,except as modified or supplemented in this specification,and that are on the Utility Owner's approved products list. Provide fire hydrants in conformance with AWWA C 502,Standards for Dry Barrel Fire Hydrants(Latest Edition).Provide hydrants that are approved by the City of Houston.Only hydrants with a current Certification of Responsibility will be allowed.The hydrants shown in Table 4 are currently approved.Alternative hydrants will not be considered. Table 4 Approved Hydrants Hydrant City of Houston Engineering Control Drawing U.S.Pipe and Foundry Con.M 94 DWG 960324 Rev.dated 2/06/02 Metropolitan 5-1/4 in.A495 • Mueller Company Super DWG FH-70 Rev.B dated 7/02/08 Construction 250 5-1/4 in.A423 American AVK Company DWG 2780-Houston-2Rev.AAD3,dated AVK Series 2780 Nostalgic 3/24/04 Ensure they are of dry-barrel,tamper resistant,and collision-safety construction design.Provide hydrants from same manufacturer throughout the project. . Installation of used,salvaged,or reconditioned fire hydrants will not be permitted. 2.12.2. Hydrant Barrel. Fabricate the lower hydrant barrel as a ductile-iron single piece,and connect it to the upper hydrant barrel by means of a joint coupling that will provide a 360°rotation of,the upper barrel.Clearly mark the finish grade.on.the barrel.Provide the specified bury length,equal to the distance from the bottom of the inlet to the ground line. Provide the hydrant barrel with a non-tapped,non-corrodible drain or drip valve,completely made of bronze or bronze-lined.Ensure the drain valve operates,automatically and positively,to drain the barrel when the hydrant valve is in the fully-closed position,and to completely close the drain opening so as to prevent leaking when the hydrant valve is in the open position: Equip each hydrant barrel with two 2-1/2 in.nominal inside diameter hose nozzles,and a single 4 in.nominal inside diameter pumper nozzle conforming with National(American)Standard Fire Hose Coupling Screw Threads,bronze(minimum Grade D)(per NFPA No. 194 and ANSI B26-1925). Security fasten field-replaceable nozzles into the upper barrel by mechanical means,install by turning counterclockwise,seal with 0-rings,and mechanically lock in place with a security device.Provide nozzles with nozzle caps and neoprene gasket seals.Securely attach the caps to the hydrant barrel with chains of not less than 1/8 in.diameter.Situate the pumper nozzle to allow an unobstructed radius of 10 in.from the threaded surface of the nozzle throughout the path of travel of a wrench or other device used to fasten a hose to the nozzle: 19-52 07-15 OTU 286 7049 Orient the hydrant so that the pumper nozzle faces the curb or street nearest the hydrant. Design the barrel joint connecting'the upper and lower hydrant sections so that the hydrant shut-off valve will remain closed,and reasonably tight against leakage in the event of an impaceaccident resulting in damage to or breaking of the hydrant above or near ground level.Provide the joint with a breakable bolt flange or breakable coupling including an adequate number of bolts,above finish grade. Fabricate the operating and hold down nuts of stainless steel,cast-iron,or ductile-iron with bronze inserts. Provide a security device with each hydrant employing a bronze operating nut to protect this feature of the. hydrant from malicious mischief or unauthorized removal.Ensure that such security devices do not require special tools for normal off/on operation of the hydrant.For the operating nut,use a tapered pentagon 1-1/2 in.point to face at the base,and 1-1/8 in.point to face at the top of the nut,opening left(counter- clockwise).Fabricate hold down assemblies of metallic materials suitable for the intended service. Design the hydrant barrel to permit the use of one or more standard extensions,available from the hydrant manufacturer,in lengths from 6'in.to 60 in.in 6 in.increments. 2.12.3. Shut-off Valve and.Inlet Shoe. Provide hydrants with circular,compression-type shut-off valves which close with the water pressure,with center stem construction and which remain closed and tight against leakage upon impact.Ensure each shut-off valve is circular and not less than 5-1/4 in.in diameter.Seal the bottom end of the stem threads from contact with water by using a cap nut.Provide a bronze valve seat ring, .. threaded into a bronze drain ring to provide an all-bronze drain way.Ensure the seat ring,and main valve assembly is removable from above ground through the upper barrel by using a light-weight seat removal wrench. Construct the valve seat facing of molded rubber with a.Durometer rating of.90±5,a minimum thickness of 1/2 in.,and that is resistant to microbiological attack. Unless otherwise shown on the plans,provide a hydrant inlet shoe that is an elbow with the AWWA standard bell designed for a nominal 6 in.mechanical joint hub end,or push-on assembly as specified.Provide a hydrant shoe of cast-iron or ductile-iron pipe that is flanged,swivel or slip joint with harnessing lugs for restrained joints.Coat the interior of the shoe with a minimum of 12 mils of fusion bonded epoxy conforming to NSF Standard 61.For underground flanging,incorporate a minimum of six 3/4 in.diameter electro- galvanized or cadmium-coated steel bolts or four 5/8 in.diameter stainless or cadmium-coated steel bolts. 2.12.4. Valve Stem. Where threads are located in the barrel or waterway,use Everdure operating stems,or other high-quality,non-correctible metal. ' Use bronze-to-bronze working parts in the waterway;genuine wrought-iron or steel where threads are not located in the barrel or waterway,bronze bushed at the penetration of the stuffing box;seal the threads against contact with water regardless of the(open or closed)position of the main,valve.Provide the valve stem with a breakable stem coupling opposite the barrel breakaway feature.Construct connecting pins and locking devices of bronze or other corrosion-resistant material Provide the valve stem with a bronze sleeve, 0-ring seals,and travel stop.Ensure the operating threads,working parts,and bearing surfaces are fully lubricated during normal operation of the fire hydrant.Ensure the lubricant is contained in a lubricating reservoir that is sealed at the top and bottom.Equip the operating assembly with a thrust bearing or lubricated thrust collar to minimize operating torque.Provide a lubricant meeting the requirements of FDA 21 CFR 178.3570 and manufactured with FDA-approved oxidation inhibitors. Provide a valve stem that operates counterclockwise(turning to the left)to open. 2.12.5. Gaskets and Seals. Provide dynamic seals of 0-ring type,oil-resistant material,which do not require adjustment for a watertight seal. Provide moving parts in contact with the seal made of bronze or other corrosion-resistant material. Provide static seals of Buna"N"or other approved synthetic composition. 20-52 07-15 OTU 287 • 7049 2.12.6. Painting.. Shop coat the fire hydrant's exterior with 1 coat of rust prohibitive primer..Ensure the top half of the hydrant from the traffic flange up,receives 1 coat of blue enamel before,delivery to the jobsite as outlined by the following: . 2.12.6.1. Exterior Above the Traffic Flange(Including Bolts and Nuts).Prepare the surface in accordance with SSPC-SP10(NACE 2),near-white blast-cleaned surface. Coat with a 3-coat alkyd/silicone/alkyd system with a total dry film thickness(DFT)of 6.-9 mils as follows: ■ Prime Coat. Oil Modified Alkyd Primer,Acro Products No. 1104, Heavy Duty Tank&Steel Primer,or approved equal,in general accordance with SSPC Paint Specification No.25.Apply with a total dry film thickness.(DFT)of 2-3 mils. . ■ Intermediate Coat. Heavy Duty Heavy Duty Industrial Alkyd Enamel,Acro Products No.2214,or approved equal,in general accordance with SSPC Paint Specification No. 104,and.Federal Standard TT-E-489.Apply with a total dry film thickness(DFT)of 2-3 mils. ■ Finish Coat. Silicone Alkyd Resin Enamel,Acro Products No.2215,or approved equal,in general accordance with SSPC Paint Specification No.21.Total dry film thickness:(DFT)of 2-3 mils.Except do not finish shop coat the hydrant bonnet,only intermediate coat it.Field applies and color code the finish coating when installed. . ■ Colors.'For primer,use the manufacturer's standard color.For the finish coat of the hydrant body,use blue(Acro 555 crystal blue or equivalent).Finish coat the hose connection caps.white,and paint a white band of finish coat 2 in.in width on the hydrant body approximately 6 in.above and parallel to the traffic flange.For intermediate coat,use a contrasting color to the blue finish coat,such as white. 2.12.6.2. Exterior Below the Traffic Flange. Prepare the surface in accordance with SSPC-SP10(NACE 2),near- white blast-cleaned surface. Coat with a 3-coat system as follows: ■. Primer and intermediate coat-coal tar epoxy,Acro Products No.4467,or approved equal,in general accordance with SSPC Paint Specification No.16.Apply 2 coats with a dry film thickness(DFT)of 8-10 mils each,for a total dry film thickness(DFT)of 16-20 mils. ■ Finish coat-water based vinyl acrylic mastic,Acro Products No.7782,'or approved equal.Apply 1 coat with a dry film thickness(DFT)of 6-8 mils.For the color of the finish coat,use the same as for the finish coat for the exterior above the traffic flange i.e.,blue(Acro 555 crystal blue or equivalent). 2.12.6.3. Interior Surfaces Above and Below the Main Valve.Provide material used for internal coating of hydrant interior ferrous surfaces below the main valve that is NSF61 listed as suitable for contact with potable water, as required by Chapter 290,"Rules and Regulation for Public Water.Systems,"Texas Commission on Environmental Quality(TCEQ). Prepare the surface in accordance with SSPC-SP10(NACE 2),near-white blast-cleaned surface. Provide a liquid or powder epoxy system coating in accordance with AWWA Standard C-550.Apply the coating in 2 or coats,according to the manufacturer's recommendations,for a total dry film thickness of 12- 18 mils. 2.12.6.4. General. Apply coatings in strict conformance with the manufacturer's recommendation:No requirement of this specification cancels or supersedes the written directions and recommendations of the specific coating manufacturer so as to jeopardize the integrity of the applied system. Ensure the hydrant.supplier fumishes an affidavit of compliance that the materials and work furnished comply with'the requirements of this specification and referenced applicable standards. 21-52 '07-15 OTU 288 • 7049 After installing the hydrants and before the main is accepted,paint the bonnet portion of each fire hydrant as shown in Table 5. Table 5 Fire Hydrant Bonnet Colors Size of Supply Line(in.) Color of Bonnet 6 Yellow 8 White. 10-20 Green ' 24 and Larger Orange Ensure the color shades and paint quantities are approved and comply with the current specifications. 2.12.7. Performance Standards.Provide hydrants capable of a free discharge of 1,500 gal.per minute(gpm)or greater,from a single pumper nozzle at a hydrant inlet static pressure not exceeding 20 psig as measured at or corrected to the hydrant inlet at its centerline elevation. Provide hydrants capable of a discharge of 1,500 gpm or greater from a single pumper nozzle at a maximum permissible head loss of 8.0 psig(when corrected for inlet and outlet velocity head)for an inlet operating pressure not exceeding 37 psig as measured at or corrected to the hydrant inlet at its centerline elevation. 2.12.7.1. Hydraulic Performance Testing. AWWA C502;ensure the certified pressure loss and quantity of flow test is conducted by a qualified testing laboratory on a production model(5-ft.bury length)of the hydrant(same catalog number)proposed for certification.Submit a certified test report containing following information: Date of test,within the previous 5 yr.,on a fire hydrant with similar hydraulic characteristics. Name,catalog number,place of manufacture,and date of production of hydrants tested. Schematic drawing of testing apparatus,containing dimensions of piping elements including: • Diameter and length of inlet piping. • Distance from flow measuring points to pressure measurement point. • Distance from,flow and pressure monitoring points to the hydrant inlet. • Distance from pressure monitoring point to nozzles. • Diameter and length of discharge tubing. Elevation of points of measurement,inlet,and outlet. Reports or certificates documenting the accuracy of the measuring devices used in testing. Conduct the tests on at least 3 hydrants of the same fabrication design.Inlet water temperature:70°F±5°F. For traffic impact testing,submit a certified test report outlining the results of the traffic impact test involving standard production models of the fire hydrant with breakable barrels of the same design as that proposed for certification.Install these hydrants per AWWA C600;strike at a point 18 in.±2 in.above the designated ground line.Conduct tests using the point of impact on hydrant barrel.within 2 in.of a line perpendicular to base andfequidistant from the pumper nozzle and one hose nozzle. Conduct successive tests simulating impacts by standard American-made vehicles with gross weights of 3,500 lb.,5,500 lb.,and 10,500 lb. Document the tests to provide the following minimum information: • Detailed schematic drawings of the test facility. • Complete description of the mechanical impact testing equipment used. ■ Complete list of the hydrant parts and materials damaged in each impact test. • Photographs. 22-52 07-15 • OTU 289 - 7049 ix Size and static pressure of the line to which the hydrant is attached. ■ Estimated of amount of water discharged,if any,from the hydrant within 30 min.immediately following the collision. 2.12.8. Hydrant Leads. Provide hydrant branch leads conforming to the same requirements under Section 2.2.3., "Steel Pipe Fittings;"Section 2.3.,"Ductile-Iron Pipe and Fittings;"or Section 2.4.,"Polyvinyl Chloride Pipe (PVC)Pipe and Fittings." 2.13. Polyethylene Film Wrap. 2.13.1. General. Except where noted on the plans,use polyethylene film as a wrap to protect cast-iron pipe,ductile- iron pipe,and fittings.Provide polyethylene film conforming to the requirements outlined in this specification and use only in open-cut construction. 2.13.2. Film. Provide polyethylene film in accordance with ASTM 1248 and AWWA C105,Type 1,Class C, Category 5,Grade J-3,2.5%to 3%carbon black content.Unless otherwise shown on the plans,provide film 8 mils thick with a minimum tensile strength of 1,200 to 2,500 psi,elongation up to 600%and either in tubular. or sheet form.Furnish film supplied in tubular form in the minimum widths shown in Table 6. Table 6 Minimum Width of Film Tube(when laying flat) Nominal Pipe Size(in.) Push-on Joint Flat Tube Width(in.) 4 14 6 17 8. 21 10 25 12 29 14 33 16 37 18 41 20 45 24 53 For film in sheet form,furnish in widths equal to twice that shown for tube widths. 2.13.3. Polyethylene Tape.For taping film edges and overlays,use 3 in.wide plastic-backed adhesive tape.Use Polyken No.900,Scotch Wrap No.50,or approved equal. . 2.14. Bedding Material.Unless otherwise shown on the plans,provide one of the following types of bedding for water mains: 2.14.1. Bank Run Sand.Furnish bank run sand bedding as called for in these specifications and consisting of soil classified as SP,SW,or SM by the Unified Soil Classification System(USCS).Provide sand with a plasticity index,when tested,of less than 7%and a liquid limit of 25 or less. Ensure the bank run sand gradation has a maximum of 15%passing the No.200 sieve when tested,and is free of roots,organic material,trash,clay lumps,or other deleterious or objectionable material. • 2.14.2. • Concrete Sand.Furnish concrete sand bedding conforming to the specifications for Fine Aggregates specified in ASTM Standard C-33.Provide Fine Aggregates consisting of natural sand,manufactured sand, or a combination of the two,within the gradation limits shown in Table 7. 23-52 07-15 OTU 290 7049 Table 7 Fine Aggregate Gradation Sieve Size Percent Passing 3/8 in. 100 No.4 95-100 No.8 80-100 No.16 50-85 No.30 25-60 No.50 10-30 No.100 2-10 Ensure the,aggregates do not contain any roots,organic material,trash,clay lumps,or other deleterious or other objectionable materials,in excess of the limits prescribed in the C-33 Standard. 2.14.3. Pea Gravel.Furnish pea gravel bedding conforming to the specifications for Coarse Aggregates specified for No.8 size in ASTM Standard C-33.Provide Coarse Aggregates consisting of gravel composed of small, smooth,rounded,stones or pebbles,within the gradation limits shown in Table 8. Table 8 Coarse Aggregate Gradation Sieve Size Percent Passing 1/2 in. 100 3/8 in. 85-100 No.4 10-30 No.8 0-10 No.16 0-5 Ensure the aggregates do not contain any roots,organic material,trash,clay lumps or other deleterious or other objectionable materials,in excess of the limits prescribed in the C-33 Standard. 2.14.4. Gem Sand. Furnish gem sand generally conforming to specifications for Coarse Aggregates specified for No.8 size in ASTM Standard C-33.Specifically,provide aggregates within the gradation limits shown in Table 9. Table 9 Gem Sand Gradation Sieve Size Percent Passing 3/8 in, 95-100 1/4 in. 60-80 No.4. 15-40 No.10 0-5 Ensure the aggregates do not contain any roots,organic material,trash,clay lumps,or other deleterious or other objectionable materials,in excess of the limits prescribed in the C-33 Standard. . 2.15. Backfill Material.For sand backfill encasement of water mains,use one of the following materials,unless otherwise shown on the plans: 2.15.1. Cement Stabilized Sand.Furnish cement stabilized backfill containing a minimum of 5%cement per cu.yd. of material placed,based on the dry weight of the aggregate in accordance with Tex-120-E.Provide materials consisting of aggregate,cement,and water.Use cement and water conforming to the material requirements of Item 421. Provide sand aggregate,free from deleterious matter,with a plasticity index not greater than 6 when tested by Tex-106-E. 2.15.2. Earth or Native Soil.Furnish earth or native soil backfill consisting of soil containing no deleterious material such as trash,wood fragments,organic,or other objectionable material.Supply the material from either the material removed from the excavation or from offsite sources. The material may consist of soil classified by the Unified Soil Classification System(USCS)as ML,CH,CL, CL-ML,SC,SP,SM,SW,or GC.Use earth backfill that meets the compaction requirements specified in this specification and does not cause any settlement. 24-52 • 07-15 OTU 291 7049 2.15.3. Bank Run Sand.Furnish bank run sand backfill as called for in these specifications and conforming to the same requirements as those under Section 2.14.1.,"Bank Run Sand." 2.16. Concrete.Use Class"A"concrete in conformance to the requirements of Item 421,unless otherwise shown on the plans.Leave the forms in place unless directed to remove certain sections of the forms. 2.17. Water Meters,Meter Vaults,and Meter Boxes. 2.17.1. Water Meters.Provide meters of the type and size indicated on the plans. 2.17.1.1. Provide Bolted Split Casings.Main casings of meters and external fasteners:Copper alloy with minimum 75%copper for 5/8 in.to 2 in.,bronze or cast-iron,hot-dipped galvanized or epoxy coating for coating for 3 in.and larger.. 2.17.1.2. Straightening Vanes.Use non-corrosive material compatible with the case material. 2.17.1.3. Intermediate Gear Train.Do not allow the intermediate gear train to come in contact with water;operate in suitable lubricant. Register:Automatic Meter Reading(AMR)type that provides pulse,contact closure,'piezo switch,or encoder-generated output signal,compatible with Utility Owner's radio and telephone AMR systems.Provide a minimum 12 ft.of wire when permanently connected to the register.Lens:impact resistant.Register box: tamper resistant by means of a tamper screw or plug:Register:permanently sealed,straight-reading,center- sweep test hand,magnetic driven,reading in U.S.gal.Digits:6,black in color with the lowest registering three digits(below 1,000 gal.registration)in contrasting digit and background colors.Register capacity of meters:9.99 million gal.for 5/8 in.to 2 in.and 999.999 million gal.for 3 in.and larger. Connections:5/8.in.to 1 in.:threads at each end; 1-1/2 in.to'2 in.:two-bolt oval flanges each end;3 in.and larger:flange at each end. . Stamp the manufacturer's meter serial number on the outer case.Stamp the manufacturer's meter serial number on the outside of the register lid,when provided.Ensure the manufacturer's serial numbers are individual and not duplicated. • Meters:Equip with AMR type register to connect to the Utility Owner's AMR system.Compound Meter manufactured by:Badger,Hersey Products,Neptune,Sensus,or approved equal.Turbine Meters: manufactured by Badger,Hersey Products,Neptune,Sensus;or approved equal. Fire Service Meters:manufactured by Hersey Products,Neptune,Sensus,or approved equal.'Displacement Meters:manufactured by Badger,Neptune,Hershey,Kent,Sensus,or approved equal. 2.17.1.4. Manufacturing Quality Control.Permit successful interchangeability from one meter to another of same size;registers,measuring chambers and units,discs or pistons as units,change gears,bolts,nuts,and' washers,without affecting the accuracy of the new meters. 2.17.1.5. Commercial Meter Valves for Meter Installations.Provide commercial meter valves identical to line valves except provide them with Class 125 flanges and equip them with hand wheels operating counterclockwise to open. For pipe and fittings inside the meter box or meter vault,use ductile-iron conforming to Section 2.3.,"Ductile- Iron Pipe and Fittings,"and as specified on the plans. 2.17.2. Meter Vaults. 2.17.2.1. General.Furnish meter vaults.in either of the following designs::.precast concrete vault,cast-in-place concrete vault,or solid masonry, unless a specific type of construction is required on plans.Ensure 25-52 07-15 OTU 292 7049 • r dimensions and reinforcement complies with the Utility Owner's standard meter vault drawings for the type and size shown on the plans.Use Class"S"concrete conforming to the requirements of Item 421. 2.17.2.2. Precast Concrete Vaults.Construct precast concrete vaults as shown on the plans.Use reinforcing steel conforming to the requirements of Item 440. Install precast vaults in conformance with the manufacturer recommendations. Set level and on a minimum 3 in.thick bed of sand conforming to the requirements of Section 2.15,"Backfill Material."Seal lifting holes with cement mortar or non-shrink grout. 2.17.2.3. Meter Vault Floor Slab.Slope the floor 1/4 in.per foot toward the sump.Make the sump 12 in.in diameter, or 12 in.square,and 4 in.deep,unless other dimensions are shown on the plans.Install dowels at a maximum of 18 in.,center-to-center,or install a mortar trench for keying the walls to the floor slab. 2.17.2.4. Cast-In-Place Concrete Vaults.Construct cast-in-place concrete vaults as shown on the plans.Use reinforcing steel conforming to the requirements of Item 440.Key the walls to the floor.slab. 2.17.2.5. Frame and Cover.Use A-36 welded steel,or approved equal.Fabricate the cover plate with a 1/4 in.skid- resistant raised pattem floor plate.Fabricate the meter access door from the same material as the cover plate.Perform welding in accordance with the provisions of Item 441.Nondestructive testing will not be required. Furnish castings for frames,grates,rings,and covers conforming to ASTM A48 Class 30.Provide locking covers if indicated on the plans.Use castings capable of withstanding the application of an AASHTO HS-20 loading,unless otherwise specified. . . Provide covers and frames conforming to the shape dimensions,and with the wording or logos shown on the plans.The standard diameter dimension for manhole covers is 32 in.Furnish frames,grates,rings,and covers conforming to Item 471,except as noted above and except for measurement and payment.. 2.17.3. Meter Boxes. 2.17.3.1. General.Furnish meter boxes for 5/8 in.through 1 in.meters of the following materials: ■ Non-traffic bearing locations:cast-iron,concrete,or plastic as specified on the plans. ■ Traffic bearing locations:cast iron. • Meter boxes for 1-1/2 in.and 2 in.meters:cast-iron.Provide meter box lids with a key-operated,spring type, locking device and a reading lid.Ensure the lids contain enough metals so that the meter box is easily located with metal a detector.If words are specified on the plans,cast them into lid with letters of 1/2 in. height and raised by 3/32 in.Ensure the size reads 5/8 in.to 1 in.or 1-1/2 in.to 2 in. Furnish meter boxes conforming to the following approximate dimensions: . • Length: At the top,15-1/2 in.;at the bottom,20 in. . • Width: At the top, 12-1/2 in.;at the bottom, 14-3/4 in. ▪ Height: 12 in. Ensure that meter box extensions 3 in.and 6 in.in height are available from the manufacturer. 2.17.3.2. Cast-Iron Meter Boxes.Furnish cast-iron boxes that are clean and free from sand blow-holes or other defects,and conforming to the requirements of ASTM A48.Machine the bearing surfaces so that the covers seat evenly in the frames:Provide boxes and lids with a dipped,coal-tar-pitch,varnish finish.Provide lock type meter boxes when shown on the plans.Ensure the lock mechanisms work with ease. 2.17.3.3. Concrete Meter Boxes.Furnish concrete meter boxes made of Class"A"concrete conforming to, requirements of Item 421.Construct boxes as shown on the plans.Furnish castings that are free from 26-52 07-15 OTU • 293 7049 fractures,large or deep cracks,blisters or surface roughness,or any other defects that may affect serviceability. • 2.17.3.4. Plastic Meter Boxes.Furnish plastic meter boxes made of high-density polyethylene conforming to the ASTM Specifications shown in Table 10. - Table 10 ASTM Test Requirements for Plastic Meter Boxes ASTM Test Requirement D256 Impact Strength=1.9 ft.-lb./in.(Izod,Notched) D256 Impact Strength=6.4 ft.-lb./in.(Izod,Un-Notched) D638 Tensile Strength(2.0 Min)=3,400 psi D648 Deflection Temperature=170°F D790 Flexural Modulus=90,000 psi D676 Shore D Hardness,55-65 Impact Strength,Falling Dart Method,100 in.-lb. Provide meter boxes meeting the following test requirements: ■ Static Load: Not less than 2,500 lb.using a 6 in.disc with direct compression exerted at the center of the top of the meter box with a solid plastic lid. • Deflection: Not less than 1,000 lb.load required to deflect the top edge of the meter ox 1/8 in. Provide a.meter box body,without lid,weighing approximately 7 lb. 2.18. Affidavit of Compliance. Unless otherwise directed,furnish a manufacturer's affidavit of compliance for each of the materials used in this project.Ensure the affidavit certifies that factory inspection and specified tests were performed and that the material furnished complies with the requirements outlined in this specification. 2.19. Pressure Reducing.Station.Unless otherwise shown on the plans,furnish new and unused station piping, valves,and fittings,of the same type as specified on the plans. Use Class"S"concrete in conformance with Item 421. Provide reinforcing steel in conformance with Item 440. Provide a Pressure Reducing Valve(PRV)with a strainer,in the location and arrangement shown on the plans.Provide a valve body made of ductile iron with.Class 150 ANSI B16.1 flanges.Provide a valve cover' made of ASTM A 48 cast iron.Use Buna-N rubber parts. No leather parts are allowed.Provide a resilient seat with a rectangular cross-section. Valve internals:Provide,a single moving disc and diaphragm assembly.Use a flexible nylon fabric-reinforced elastomer diaphragm integral with assembly.Provide valve intemal trim(seat ring,disc guide,and cover bearing)made of stainless steel.Apply a heat fusion bonded epoxy coating to the intemal and external surfaces of the valve body including the disc retainer and diaphragm washer.Holiday test the coating applied to the valve body to confirm a minimum even coating.of 5-7 mils.Treat the stem with_a penetrative salt nitride process.Use a Xylan=coated seat.Leather parts are not allowed.Prepare threaded connections by first using an approved pipe tape. Furnish control tubing containing shutoff cocks with a"Y"strainer.Equip the valve to allow installing control tubing on either side of the valve.Equip the valve with a valve position indicator. . . Ensure the valve and valve box are initially set in the field by an authorized manufacturer's representative. Set the downstream pressure at 60 psi unless otherwise.specified.Ensure the PRV includes an adjustable and pressure sustaining pilot system.Use a diaphragm type or piston type valve for the main valve. Provide Cla-Val Model 90-01 BDSYKCKD,Watts ACV Model 115-3M,or approved equal. 27-52 07-15 OTU. 294 7049 Provide a basket strainer upstream of the pressure reducing valve as shown on the plans.Furnish a quick- opening type strainer body,of fabricated steel construction with ANSI Class 150 flanges.Use Type 304 stainless steel for the basket. Provide a Hayward Model 90,or equal,for PRV's 4 in.to 24 in.When there are space constraints,provide a Hayward Model 510,or equal,for PRV's 14 in.or greater. 2.20. Adjusting Manholes. Reuse removed manhole and inlet rings,plates,grates,covers,and brick if they are in good condition as determined by the Engineer.Provide additional materials in accordance with Item 465 at no cost to the Department.Single-or multiple-piece prefabricated metal extension rings may be used for the adjustment of manholes as approved.Provide concrete that conforms to the requirements of Item 421. 3. CONSTRUCTION All construction must conform to the requirements of this Item,the plans and the following Items: • Item 100,"Preparing Right of Way" ® Item 400,"Excavation and Backfill for Structures" • Item 402,"Trench Excavation Protection" ■ Item 403,'Temporary Special Shoring" • Item 421,"Hydraulic Cement Concrete" • Item 465,"Junction Boxes,Manholes,and Inlets" • Item 476,"Jacking, Boring,or Tunneling Pipe or Box" • Item 479,"Adjusting Manholes and Inlets" • 3.1. Excavation. - 3.1.1. Trenches. Construct water lines and fire hydrant branches.(leads)in opencut trenches with vertical sides except in those locations where the pipe is tunneled,cased,oraugered.Construct the trenches to the: dimensions shown in the excavation and backfill details. Sheath and brace the trenches to the extent necessary to maintain the sides of the trench in a vertical position throughout the construction period.Protect excavation greater than 5 ft. in depth as specified by Item 402,or Item'403. Open and excavate the trenches to the finished grade.To allow for possible adjustment of the alignment and grade,locate the water mains to which the mains and fire hydrant branches(leads)under construction are to. be connected,well in advance of making connections. ' Construct water mains and fire hydrant branches(leads)in dry trenches.If necessary,employ well pointing or additional.sheathing to accomplish this objective,at no additional cost to the Department. For pipes less than 18 in.in diameter,the minimum trench width below the top of the pipe is the outside diameter of the pipe,plus 18 in.For pipes 18 in.and larger;the minimum trench width below the top of pipe ' is the outside diameter of pipe plus 24 in.Additional width will be required for unstable conditions.The Engineer will determine unstable conditions. ' Where it is necessary to excavate trenches adjacent to improved property,take precautions to avoid damaging or impairing that property.Where it is necessary to disturb grass,shrubs,driveways,etc.,restore such improvements to their original condition.. Use enough trench width or benches above the.embedment zone when installing well point headers or manifolds and pumps,where the trench depth makes it uneconomical or impractical to pump from the surface elevation.Provide enough space between the shoring cross braces to permit equipment operations and handling the forms,pipe,embedment and backfill,and other materials. 28-52 07-15 OTU 295 7049 Before moving the supports,place and compact the embedment to enough depth to provide protection of the pipe and stability of the trench walls.As the supports are moved,finish placing and compacted the embedment. Immediately before placing the embedment materials,ensure the bottoms and sidewalls of trenches are free of loose,sloughing,caving,or otherwise unsuitable soil. Place and compact the embedment materials directly against the undisturbed soils in the trench sidewalls or against sheeting which will remain in place. Do not place trench shields or shoring within the height of the embedment zone unless using some means to maintain the density of the compacted embedment material.If using moveable supports in embedment zone, lift the supports incrementally to allow placing and compacting of the material against undisturbed soil. Place haunching material around the pipe and compact it to provide uniform bearing and side support. Place trench dams in Class I embedments near the midpoint of line segments longer than 100 ft.between manholes. Where damage to the completed pipe installation work is likely to result from withdrawal of the sheeting, leave the sheeting in place. 3.1.2. Existing Streets.Unless otherwise shown on the plans,open cut existing streets. Where water line construction requires cutting through existing streets outside the limits of new street construction,replace those streets in kind in conformance with the appropriate specifications in the proposal or as directed.When cutting pavement outside the Department's right of way,comply with the Utility Owner Street Cutting Ordinance. Where,in the opinion of the Engineer,it is necessary to maintain traffic across a trench,construct temporary bridges as necessary to facilitate the movement of traffic. At locations where the proposed water main parallels the edge of an existing permanent pavement(i.e., concrete pavement,concrete base with asphalt surface,etc.),and is 3 ft.or less from the edge of that pavement,protect the trench with timber sheathing and bracing.Leave the bracing in place at intervals of 5 ft.maximum. Keep the street surface adjacent to the trench free of surplus spoil.Place construction materials at locations that minimize interference with the traveling public. Do not close more than 2 street intersections at any one time unless authorized in writing.. 3.2. Jacking,Tunneling,Boring,orAugering. 3.2.1. General.Perform jacking,tunneling,or augering for water mains and fire hydrant branches(leads)at the locations shown on the plans and at other locations specifically designated by the Engineer. Unless otherwise shown on the plans,use casing pipe conforming to the requirements of Section 2.2.2., "Steel Casing Pipe." Excavate auger pits to a finished grade at least 6 in.lower than that indicated by the construction stakes or as approved,to ensure that a dry pit bottom is encountered. Provide a minimum width of jacking,tunneling,or augering pits such that there is at least 6 in.of space between the pipe and the walls of the auger pit.The maximum allowable width of the pit is 5 ft.,unless otherwise approved.Ensure the width of the pit at the surface is not less than at the bottom.The maximum 29-52 07-15 OTU 296 7049 allowable length of the pit is 5 ft.longer than 1 full joint of pipe of the type being used and does not exceed 25 ft.,unless approved. Grout in place tunnels for water lines with 36 in.diameters.When casing size is 48 in.in diameter or greater, or when using a tunnel liner plate,regardless of the water line diameter,grout in place unless otherwise directed.Provide an annular grout consisting of a sand-cement mortar mix with a 28 day compressive strength of at least.1,500 psi,when tested in accordance with ASTM C 942.The maximum allowable density is 130 pcf. Use admixtures meeting ASTM C 494 and ASTM C 1017 as required,to improve pump ability,control the time of set,hold sand in suspension,and reduce segregation and bleeding.Fill the annular space in 3 lifts to prevent pipe floating. In addition,place appropriate blocking between the carrier pipe and the top of the liner to maintain position.Place a concrete invert to facilitate threading the carrier pipe. Do not allow inadvertent metallic contact between the casing and the carrier pipe.Place spacers to ensure that the carrier pipe is adequately supported throughout its length,particularly at ends,to offset setting and possible electrical shorting,unless otherwise approved by Engineer.Ensure the end spacer is within 6 in.of the end of the casing pipe,regardless of the size of the casing and carrier pipe or the type of spacer used. Casing spacers are designed to withstand much greater loads than can be safely applied to most coatings,. Therefore,the spacing between spacers depends largely on the load bearing capabilities of the pipe coating and the flexibility of the pipe. Install casing spacers in conformance with the manufacturer's instructions.Use special care to ensure that subcomponents are correctly assembled,evenly tightened,and that no damage occurs while tightening,the insulators or inserting the carrier pipe. Seal the annulus between the carrier pipe and casing with casing end seals at each end of the casing. Insular Spacing: • Provide spacing as shown on the plans with a maximum distance between spacers of 10 ft.for pipe sizes for pipe sizes 4 in.to 14 in.and 8 ft.for pipe sizes 16 in.to 30 in. • For ductile-iron pipe,flanged pipe,or bell-and-spigot pipe,install spacers within 1 ft.on each side of the bell or flange,and one in the center of the joint when 18 ft.to 20 ft.long joints are used: . ■ If the casing or carrier pipe is angled or bent,reduce the spacing.Provide the casing with a smooth, continuous interior surface. Perform bedding and backfilling of jacking,tunneling,boring,or augering pits in conformance with the details on the plans and these specifications. 3.2.2. Jacking Steel Casing. Perform jacking of steel casing in accordance with the requirements of Item 476. 3.2.3.. Tunneling. Perform tunneling in accordance with the tunneling requirements of Item 476. 3.2.4. Boring or Augering. Perform boring or augering in accordance with the requirements of Item 476. Do not exceed 100 ft.for the length of the auger hole without a receiving pit. Do not exceed 75 ft.for the length of the auger hole for PVC pipe 12 in.and less in diameter without a receiving pit: Do not exceed 40 ft.for the length of the auger hole for PVC.pipe 16 in.and greater in diameter without a receiving pit. At locations where water pipes cross underneath driveways(of 16 ft:or less in width)or sidewalks,install the pipe in tight fitting augered holes. 30-52 07-15 OTU 297 7049 • At locations where the centerline of the proposed water main is 10 ft.or less from the centerline of an 8 in. diameter or larger growing tree,place the pipe in a tight fitting augered hole.Extend the bored hole at least 4 ft.beyond each side of the tree. • Block the void space around the pipe in the augered hole with approximately 12 in.of packed clay or similar. approved material,so that the bedding or backfill does not escape into the void around the pipe in the auger hole,when compacted. Around the pipe,a use the minimum volume of the clay or similar acceptable material as shown in Table 11. Table 11 Volume of Clay or Acceptable Material for Blocking Voids Pipe Diameter(in.) Minimum Quantity(cu.Ft.) 4 through 8 0,5 12 through 16 0.75 3.2.5. Bedding for Trenches and for Jacking,Tunneling,Boring,or Augering Pits. 3.2.5.1. Pipe Bedding for Water Mains Less Than 24 Inches in.Diameter. 3.2.5.1.1. Open Cut Trench Installation. Construct trenches with a minimum of 6 in.bedding.Remove the soil in the bottom of the trench,excavate to a minimum depth of.6 in.below the bottom of the pipe,and replace the soil with bedding material.Remove saturated material from the bottom of the pit before placing the bedding. Place the pipe in the bedding such that there is a 6 in.bedding below and up to the spring line of the pipe. Compact the bedding material to within 95%of the standard density within 5%of the optimum moisture as determined by Tex-113-E.Mechanically compact the bedding material by using vibratory equipment or any other acceptable equipment. 3.2.5.1.2. Jacking,Tunneling,Boring or Augering Pits.Construct pits with a minimum of 6 in.bedding.Remove the ' soil in the pit,excavate to a minimum depth.of 6 in.below the bottom of the pipe and replace the soil with bedding material. If the bottom of the excavation becomes wet due to the presence of groundwater and a dewatering system is not required,and if directed,over excavate an additional 6 in.to a depth of 1 ft.below the bottom of the pipe. Place a non-woven geotextile fabric and then compact 12 in of bank run sand or concrete sand in a single lift on top of the fabric.Compact the upper 6 in.to 90%of the standard maximum density as determined by Tex- 113-E.The Engineer may require the Contractor to remove unstable or unsuitable material,even though the Contractor has not determined the material to be unsuitable. Mechanically compact the bedding material by using vibratory equipment or any other acceptable equipment. Compact the bedding material to 95%of the standard density within 5%of the optimum moisture,as determined by Tex-113-E. 3.2.5.1.3. Bedding Materials. The following describes the acceptable materials for bedding: ■ Section 2.14.1.,"Bank Run Sand" • ■ Section 2.14.3.,"Pea Gravel" Bank run sand may be used as bedding material around the pipe only if,as determined by the Engineer,the trench bottom and sides are dry.If sand is used,place the pipe in the bedding so that there is at least 6 in. bedding around and on top of the pipe.Compact the sand as described in Section3.2.5.1.1.,"Open Cut Trench Installation." • 3.2.5.2. •Pipe Bedding for Water Mains 24 Inches or Greater in Diameter. 31-52 .07-15 OTU 298 7049 Open Cut:Provide pipe bedding as described in Section 3.2.5.1.,"Pipe Bedding for Water Mains Less Than 24 Inches in Diameter,"with the following exceptions:Use bank run sand for the bedding material as described in Section 2.14,'Bedding Material." Compact cement stabilized sand used as backfill or as pipe bedding as specified on the plans,in 6 in.lifts to 95%of the standard maximum density as determined by Tex-113-E,at the optimum moisture content. 3.3. Handling Pipe and Accessories. During pipe construction operations,use caution to prevent injury to the pipe,protective linings,and coatings in conformance with the manufacturer's recommendations.Do not place debris,tools,or other materials in the pipe. Repair any damage to the pipe or the protective lining and coating from any cause during the installation of the pipeline and before final acceptance by the purchaser.Perform this work as directed,in conformance with the applicable standards,and at no cost to the Department. Unload pipe,fittings,valves,and accessories at the point of delivery and haul them to the project site. Distribute the material opposite or near the place where it will be laid in the trench such that storm water or runoff will not enter or pass through the pipe.Do not drop the materials..Do not allow pipe handled on skid ways to be skidded or rolled against,pipe already on the ground. Load,transport,unload,and otherwise handle pipe and fittings in a manner and by methods which prevent damage of any kind.Handle and transport pipe with equipment designed,constructed,and arranged to prevent damage to the pipe,lining,and coating.Do not allow bare chains,hooks,metal bars,or narrow skids or cradles to come in contact with the coatings.Provide pipe fittings with enough interior strutting or cross- bracing to prevent deflection under their own weight.. Hoist the pipe and fittings from the.trench side into the trench bymeans of a sling of smooth steel cable, canvas,leather,nylon,or similar material.Do not lift pipe by using hooks at each end of the pipe.When stacking pipe,ensure it is packaged on timbers.Place protective pads place under the banding straps at the time of packaging. When using fork trucks to relocate pipe,pad the forks using carpet or some other suitable type of material. When relocating pipe using a crane or backhoe,use nylon straps or smooth steel cable,do not use chains, around the pipe for lift. 3.4. Cutting Pipe.Cut pipe 12 in.in diameter and smaller in conformance with the manufacturer's recommendations.Cut pipe larger than 12 in.in an approved manner,.Perform each cut at right angles to the axis of the pipe and file or grind to remove sharp edges.Use a cutting machine unless otherwise approved by Engineer.Do not damage pipe or linings and coatings,while cutting. • 3.5. Defective or Damaged Material.Inspect pipe and accessories for defects before lowering into the trench. - Repair or replace any defective,damaged,or unsound material as directed. If a damaged piece of pipe,furnished by the Contractor,is placed in the water main,furnish the labor and materials necessary to remove and replace the defective pipe and to restore the street to its original condition at no cost to the Department.If the Contractor damages the pipe after installation,the Engineer may permit the damaged section to be cut from the length,unless it is the opinion of the Engineer that the entire length was damaged.The cost of and replacement of broken pipe is at the expense of the Contractor. 3.6. Cleaning Pipe and Accessories.Remove lumps,blisters,and excess coating from the bell and spigot ends of steel pipe,ductile-iron pipe,valves,hydrants,and fittings.Wire brush the outside of the spigot and.the inside of the bell and wipe clean,dry,and free from oil and grease before laying the pipe. Remove foreign matter or dirt from the interior of water pipe,accessories,and from the mating surfaces of the joints,before lowering the material into the trench.Keep the pipe and accessories clean during and after laying by approved means. 32-52 .07-15 OTU 299 7049 Use cleaning solutions,detergents,solvents,etc.with caution when cleaning PVC pipe. Provide.cleanup and restoration crews to work closely behind the pipe laying crews,and where necessary, during disinfection,testing,service transfers,abandonment of old mains,backfilling,and surface restoration. Upon completely installing a section not exceeding 4,000 ft.per crew,immediately prepare to disinfect and pressure test between valves or plugs.No later than 3 days after completing disinfection preparatory work, submit to the Utility Owner an appropriate request for disinfection. Begin transfer of services no later than 7 calendar days after successfully completing the disinfection and. pressure testing. Immediately after transfer of services,begin abandonment of the old mains,including re-sodding and placing sidewalks and pavements. Do not begin construction of additional sections if the above conditions are not met. For large diameter water mains,do not install more than 2,000 ft.of main,until the previous 2,000 ft.is cleaned up and the site is fully restored.Schedule paving crews so that the repaving work will not lag behind, the pipe laying work by more than 1,000 ft. Completely restore the site within 30 days from the date the water main is successfully disinfected and hydrostatically tested,unless extended in writing by the Engineer. For projects involving multiple locations,limit water main installation to a maximum of 2 project site locations. Remove construction debris or foreign material and thoroughly clean and flush piping systems as approved. Provide temporary connections,equipment,and labor for cleaning.The Engineer must inspect the water main for cleanliness before filling. Disinfection of.Water Lines:Conform to the requirements of Section 3.17.,"Disinfecting Mains and Testing for Leakage." 3.7. Laying Pipe.For the work of laying the pipe,employ only workers who are skilled and experienced in laying pipe of the type and joint configuration being furnished.Provide watertight pipe and pipe joints.Lay pipe with the bell ends facing in the direction of laying,unless otherwise directed. Lay pipe to the lines and grades shown on the plans.To ensure proper placement,use adequate surveying methods and equipment,and employ personnel competent in using this equipment.Ensure the pipe does not deviate from the horizontal and vertical alignment indicated on the plans by more than 0.10 ft.,without prior approval.Measure and record the"as-built"horizontal alignment and vertical grade at a maximum of every 50 ft.on the on-site recorded plans. During pipe laying operations,keep pipe trenches free of water which might impair the laying operations. Ensure holes for bells are of ample size to prevent the bells from coming in contact with the subgrade. Carefully grade pipe trenches to provide uniform support along the bottom of the pipe. Do not lay more than 50 ft.of pipe in the trench ahead of the backfilling operations.If pipe laying operations are interrupted overnight,cover the pipe laid in the trench simultaneously on each side of the pipe or completely backfill,to avoid lateral displacement of the pipe and damage to the joints.If adjustment of the position of a length of pipe is required after it is laid,remove and re-lay it in conformance with these specifications and at no expense to the Department.After pipe laying and joining operations are complete, clean the inside of the pipe and remove debris. Use care to prevent damage to the coating when placing backfill.Backfill:in accordance with Section 3.11, "Backfilling." 33-52 07-15 OTU 300 7049 Lay pipe in a straight line unless otherwise shown or approved.Long radius curves,either horizontal or vertical,may be laid with standard pipe using deflections at the joints.If curved pipe is shown,needing no special fittings,the curves can be made by deflection of the joints with standard lengths of pipe as approved. If maximum pipe joint deflections are permitted,do not exceed the manufacturer's recommendation for maximum pipe joint deflections.Joint the gasketed pipe in a straight alignment and then deflect it to the curved alignment. If the vertical deflection exceeds the maximum recommended by the manufacturer,remove the entire portion of the deflected pipe section and install new pipe as directed.Perform this work at no expense to the Department.The Engineer may measure assessment of deflection at any location along the pipe. Arithmetical averages of the vertical deflection or similar average measurement methods will not be deemed as meeting the intent of the standard. • Where field conditions require horizontal deflection curves not shown on the plans,the Engineer will determine the methods to be used. No additional payment will be made for laying pipe on curves as shown,or for change orders involving standard,lengths of pipe deflected at the joints. Adjust the pipe,valves,hydrants,and fittings to be at their proper locations and prepare each joint as specified in Section 3.8.,"Joining Pipe.and Accessories."As each joint of pipe is laid-in the trench,center the spigot end in the bell of the previously laid pipe,then force home the pipe and bring it to the correct line and grade.Ensure each length of pipe rests on the bottom of the trench and is inspected for damage throughout its entire length. When pipe lying is discontinued for the day or for an indefinite period,tightly place a cap or plug in the end of the last pipe laid to prevent the intrusion of water.When water is excluded from the interior of pipe,place. enough backfill on the pipe to prevent floating.Schedule the work to prevent the possibility of floatation. Remove from the trench any pipe that has floated and re-lay as directed. When assembling PVC pipe on top of the trench,allow it to cool to ground temperature before backfilling,to prevent pull-out due to thermal contraction. Do not schedule night works or plant shut down to begin within 2 working days before or after Utility Owner- designated holidays. For tie-ins to existing water mains,provide the necessary material on-hand to facilitate connection before shutting down the existing water main. . Ensure that separation from gravity sanitary sewers and manholes,or from force mains,is a minimum of 9 ft. clearance in all directions or as specified,unless a special design is shown on the plans. Minimum Clearance of this specification: . ■ Parallel water line and gravity sanitary sewer force main,or manhole with no leaks: Minimum 4 ft.horizontal clearance from the outside wall of the water line to the outside wall of the gravity sanitary sewer,force main,or manhole. ▪ Water line crossing above gravity sanitary sewer or force main with no leaks: Minimum 2 ft.vertical clearance. to • Water line crossing below a sanitary sewer or force main with no leaks: Minimum 2 ft.vertical clearance. 3.8. Joining Pipe.and Accessories. 3.8.1... . Ductile-Iron Pipe,Valves,Hydrants,and Fittings.After thoroughly cleaning the inside of the bell and the outside of the spigot,install members in conformance with the manufacturer's recommendation and AWWA C600,or as modified by these specifications. 34-52 07-15 OTU 301 7049 Mark pipe and accessories that are not furnished,with a depth mark.before assembly to ensure that the spigot end is inserted to the full depth of the joint. Brace the fittings on small mains with short pieces of 2'in.galvanized pipe as directed. Brace each plug installed under this contract by a standard pipe clamp,a 3 ft.nipple of the same diameter pipe as the nearby sections of mains,and a block of concrete. For 4 in.through 12 in.water mains,use pipe clamps that are Underwriters Lab-approved for underground water service piping.For water mains 1.6 in.and larger,use pipe clamps conforming to details shown on the, plans. For rubber-gasketed,joints use lubrication that is water soluble,non-toxic,non-objectionable in taste and odor imparted to the fluid,non-supporting of bacteria growth,and has no deteriorating effect on coatings or rubber gaskets. 3.8.2. . Polyvinyl Chloride Pipe and Accessories.Join plastic pipe in conformance with the instructions furnished by the manufacturer.To prevent weakening the joint,do not handle or install in the trench pipe joined using solvent cementing techniques,until the joints"cure." For rubber-gasketed joints,use lubrication that is water soluble,non-toxic,non-objectionable in taste and odor imparted to the fluid,non-supporting of bacteria growth,and has no deteriorating effect on PVC or rubber gaskets. 3.8.3. Welded Joints for Steel Pipe.Ensure the joints receive a full-penetration butt weld type double weld,in accordance with AWWA C206.It is the Contractor's option to use either automatic or hand welders.Before starting the work,provide proof of certification of qualification for welders employed on the project for every type of work procedure and position involved.Ensure qualification is in accordance with AWVVA C206. Ensure complete penetration of deposited metal with the base metal.Provide inside fittings and joints that are free from globules of weld metal that would restrict flow or become loose. Miter end cuts of both ends of butt-welded joints may be used for joint deflections of up to 2.5°. Set fittings and joints square and true,and:preserve the alignment during,welding operations.Align the butting ends to minimize the offset between surfaces.For pipe of the same nominal wall thickness,do not exceed 1/16 in.,offset.Use line-up clamps for this purpose;however,exercise caution to avoid damaging to the linings and coatings. Furnish each welder employed with a steel stencil for marking welds,so the work of each welder can be identified.Mark pipe with the assigned stencil adjacent to the weld. If a welder leaves the job,void that stencil and do not duplicate it.Welders making defective welds must discontinue-work and leave the project . site.Such welders may return to the project site only after recertification. During welding,protect the lining by draping an 18 in.wide strip of heat-resistant material over the top half of the pipe on each side of the lining holdback to avoid damage to the lining by the hot splatter.Protect the tape coating similarly. Provide welding rods of a type compatible with the metal being welded,to obtain the strongest bond,. E-70XX. Deposit the metal in successive layers so there will be at least 2 passes or beads for automatic welding and 3 passes or beads for manual welding in the completed weld. On welds,do not deposit more than 1/4 in.of metal-on each pass.Thoroughly clean the weld by wire brushing and hammering on each individual pass including the final one,to remove dirt,slag,or flux. 35-52 07-15 OTU 302 I ' 7049 Do not perform welding under any weather condition that would impair the strength of the weld,such as wet surface,rain or snow,dust or high winds,unless the work is properly protected. If using tack welds,ensure they are of the same material and made by the same procedure as the completed weld.Otherwise,remove tack welds during the welding operation. Remove dirt,scale,and other foreign matter from the inside of piping before tying in sections,fittings,or valves: Provide a minimum overlap of 4 in.of butt strap over the adjacent piece on butt strap closures. Employ an approved independent certified testing laboratory,to perform weld tests and associated work to accommodate testing on the entire job.Include the cost of such testing in the contract unit bid price for the water main.Fumish copies of test reports to the Engineer for review.Ensure testing is by X-ray methods for butt welds and is performed for every joint weld.If a defective weld is revealed,assume the cost of repairing and retesting the repaired weld.The Engineer has the full and final decision as to the suitability of welds tested.If any interior or exterior coating or lining is damaged during the welding process,repair it and return it to its original state as approved,in conformance with applicable AWWA standards. Provide cylindrical.corrosion barriers(CCBs)for epoxy-lined steel pipe smaller than 24 in.in diameter. Fumish CCBs manufactured'by CCB International,Inc.,or approved equal.CCBs are not required if the minimum wall thickness is 1/2 in.or greater. ' In addition to the welding requirements contained in this specification,conform to.the protection fitting manufacturer's installation recommendations. Provide the services of a technical representative of the manufacturer available on site at beginning of pipe laying operations.Ensure this representative is able to train welders and advise regarding installation and general construction methods.Employ only welders with at least 12 mo.experience installing protection fittings. 3.8.4. Flanged Joints for Steel Pipe.Before installing bolts,accurately center the flange joints and align them to prevent mechanical pre-stressing of flanges,pipe,and appurtenances.Align bolt holes to straddle the vertical,horizontal,or north-south,centerline.The maximum inclination of the flange face from the true alignment is 3/64 in.per foot. Use full-face gaskets for flanged joints.Provide 1/8 in.thick cloth inserted rubber gasket material.Cut the. gaskets at the factory to the proper dimensions. Unless otherwise noted,provide insulation kits at connections to the existing water system or at locations to isolate one type of cathodic system from another type;between water line,access manhole piping,and other major openings in the water line;or as shown on the plans.. For isolating flange joints 30 in.in diameter and greater,and at butterfly valve flanges,provide a Pyrox G-10 with nitrite seal,Type E LineBacker gasket as manufactured.by Pipeline Seal and Insulator,Inc.,or approved ' equal,conforming to ANSI A 21.11 mechanical joint gaskets.For isolating flange joints 24 in.in diameter and smaller,provide a Phenolic PSI with nitrite seal,Type E LineBacker gasket as manufactured by Pipeline Seal and Insulator,Inc.,or approved equal,conforming to ANSI A 21.11 mechanical joint gaskets. Use galvanized or black nuts and bolts to match the flange material.Use cadmium-plated steel nuts and bolts underground.Tighten the bolts progressively to prevent;unbalanced stress.Consistently maintain approximately same distance between the two flanges at all points around the flanges.Tighten the bolts alternately(180°apart)until they are evenly tight.Draw the bolts right to ensure properly seating the • gaskets.Provide Denso,or approved equal,petroleum-based tape wrapping system for nuts and bolts. 36-52 . ' 07-15 OTU 303 7049 Pay particular attention to procedures used in tightening and torqueing flanged joints.Improper methods may result in leakage and require corrective measures.Follow recommended industry standards and guidelines as set forth by the various fabricators and manufacturers. 3.8.5. Flanged Joints For Use On Ductile-Iron Pipe.See the requirements of Section 3.8.4.,'Flanged Joints for Steel Pipe." 3.9. Thrust.Restraint. Provide adequate temporary blocking of fittings when making connections to the distribution system and during hydrostatic tests.Provide enough anchorage and blocking to resist stresses and forces encountered while tapping the existing waterline.For new waterlines 16 in.in diameter and larger, provide restraining joints as specified in this section.Provide restrained joint lengths as shown on the plans or as directed.For existing waterlines and waterlines less than 16 in.in diameter,restrain pipe joints with concrete thrust blocks or provide joints as specified in this section. The length of the restrained joints shown on the plans,assumes that hydrostatic testing will begin upstream and proceed downstream with respect to the normal flow of the water in the pipe.If installation or testing of the pipe differs from this assumption,submit for approval a revised method of restraining the pipe joints upstream and downstream of the device used to test against(i.e.,block valve,blind flange,or dished head plug). 3.10. - Electrical Continuity Bonds. 3.10.1. General.Attach the bond wires at the required locations using the Thermite welding process. 3.10.2. Thermite Welding Methods.Perform Thermite welding of bond wires to the piping in the following manner: Ensure the pipe to which the wires will be attached is clean and dry.Use a grinding wheel to remove coating, mill scale,oxide,grease,and dirt from an area approximately 3 in.square.Grind the surface to bright metal. Remove approximately 1 in.of insulation from each end of the wires to be Thermite welded to the structure, exposing clean,oxide-free copper for welding. Select the proper size Thermite weld mold as recommended by the manufacturer.Place the wire between the graphite mold and the prepared metal surface.For No.12 AWG size wires,use a copper sleeve crimped over the wire.Place the metal disk in the bottom of the mold.Place the Thermite weld charge in the mold. Squeeze the bottom of the cartridge to spread ignition powder over the charge. Close the mold cover and ignite the starting powder with a flint gun.After the exothermic reaction,remove the Thermite weld mold:and gently strike the weld with a hammer to remove the weld slag.Pull on the wire to assure a secure connection.If the weld is not secure or the wire breaks,repeat the procedure with a new wire.If the weld is secure,coat bare metal and weld metal with a coal-tar compound.If a polyurethane dielectric coating has been used,use a compatible polyurethane coating. 3.11. Backfilling. . 3.11.1. General.Backfill trenches in accordance with the requirements of Item 400. Begin backfilling and cleaning up each section of main,i.e.,from valve to valve,immediately upon the completing the hydrostatic test,unless otherwise permitted by Engineer,and continue until obtaining a final and complete clean-up of the section.Any portion of the trench that is left open in excess of that required to facilitate hydrostatic testing may be ordered closed by the Engineer. . Use surplus excavated materials in the embankments or dispose of them as directed. • 3.11.2. Backfilling Pipe for Water Mains. . . 37-52 07-15 OTU 304 7049 3.11.2.1. Open Cut.After the pipe joints are made up and inspected,backfill the trenches with excavated materials or any other backfill material covered by this specification,as approved.Backfill the portion from the spring line of the pipe(or from 6 in.on top of pipe if sand bedding is used)to the top of the trench in maximum lifts of 9 - in.loose measurement(provided the trench:is not located in sidewalks,roadways,roadway shoulders, driveways,etc.that are being used for automobile or pedestrian traffic).Mechanically compact the backfill material using vibratory equipment,or any other acceptable equipment,so that no settlement occurs. Compact to a density of at least 95%of the maximum dry density,as determined in accordance with Tex- 114-E.The Engineer reserves the right to perform compaction tests on an as-needed basis.Compaction by. water tamping is prohibited. Do not allow dirt,clods,or trench sides to fall or rest against the pipe before completing the embedment or backfill. The allowable materials for backfill are listed in Section 2.15,"Backfill Material." Continue backfilling and compacting in this manner to the minimum elevation shown in the excavation and backfill diagram. 3.11.2.2. Boring or Augering Pits.Backfill boring or augering pits with bank run sand up to 1 ft.from the top of the natural ground.For the final 12 in.,use backfill consisting of 10 in.of native soil in the bottom and 2 in.of bank run sand just below the grass. Backfill the portion from the spring line of the pipe to the top of the pit in lifts not exceeding 9 in.(loose measurement).Mechanically compact the backfill by using vibratory equipment,or any other acceptable equipment,so that no settlement occurs.Compact the material to a density of at least 95%of the maximum dry density at optimum moisture content as determined in accordance with Tex-113-E or Tex-114-E.The Utility Owner may perform compaction tests on an as-needed basis.Compaction by water tamping is prohibited. Do not allow dirt,clods,or auger pit sides to fall or rest against the pipe before completing the embedment or backfill. • The only allowable material for backfill in boring or augering pits is bank run sand,described in Section 2.15, "Backfill Material." 3.12. Valves and Fire Hydrants. Ensure each valve and fire hydrant is completely closed when placed in the pipe line. Install valves and hydrants in accordance with AWWA C600,except where modified by this specification. Provide drainage at the base of the hydrant in accordance with AWWA C600. Set each hydrant at the location and grade indicated by the stakes,and plumb,brace,and install in accordance with AWWA's requirements for fire hydrant installation.If the barrel of a hydrant is to pass through a concrete slab,fit a piece of 1 in.thick pre formed bituminous expansion joint material closely around the section of the barrel passing through the concrete. Locate the nozzle centerline a minimum of 18 in.above the finish grade. . Place 12 in.x 12 in.yellow indicators(plastic,sheet metal,plywood,or other approved material)on pumper nozzles of new or relocated fire hydrants installed on new mains not in service.Remove indicators after the new main is tested and approved. 3.13. . Tapping Sleeves and Valves. - 38-52 07-15 OTU. 305 7049 3.13.1. General.Install tapping sleeves and valves at the locations and using the sizes shown on the plans. Thoroughly clean the tapping sleeve,tapping valve,and pipe in conformance with the manufacturer's instructions before installing. Hydrostatically test the installed tapping sleeve to 150 psig for minimum of 15 minutes.Inspect the sleeve for leaks,and remedy any leaks before the tapping operation. When tapping concrete pressure pipe,size on size,use a shell cutter one standard size smaller than that of the water line being tapped.Do not use Large End Bell"(LEB)increases with,a next size tap except for existing asbestos-cement pipe. 3.13.2. Installation.Verify the outside diameter of the pipe to be tapped before ordering the sleeve.Tighten the bolts in the proper sequence to avoid placing undue stress on the pipe.Align the tapping valve properly and attach it to the tapping sleeve.Insert the insulation sleeve into the flange holes of the tapping valve and pipe. Insert the sleeve on pipe side of tapping valve.Do not damage insulation sleeves during the bolt tightening process. Make the tap with a sharp shell cutter using the following criteria:For 12 in.and smaller taps use a minimum cutter diameter 1/2 in.less than the nominal tap size:For,16 in.and larger taps,use the manufacturer's recommended cutter diameter. • Withdraw the coupon and flush the cuttings from the newly-made tap.For 12 in.and smaller taps,wrap the completed tapping sleeve and valve in accordance with this specification. For 16 in.and larger taps,apply Denso or approved equal,petroleum-based tape wrapping system around the completed tapping sleeve and valve.Place the concrete thrust block behind the tapping sleeve(not over the tapping sleeve and valve). Arrange for the mandatory inspection of the installation before backfilling.Completion of the inspection is not required before backfilling.Backfill in accordance with this specification and as shown on the plans.. If Asbestos-Cement(AC)Pipe is encountered,follow the Safety Practice outlined in the Asbestos-Cement Pipe Producers Association publication,"Recommended Work Practices for A/C,Pipe,"and make them "Mandatory Practices"for this project. 3.14. Boxes for Valves. Cut the cast-iron or ductile-iron pipe to the proper length,then assemble and brace the box as approved.Construct manholes over the operators of butterfly valves for sizes 30 in.and larger. Concrete for valve box placement:For locations in new concrete pavement,use the same strength and mix design as that of new pavement.For other locations,use Class"A"Concrete,conforming to the requirements of Item 421. Install valve box and riser piping plumbed in a vertical position. Provide 6 in.telescoping freeboard space between the riser pipe top butt end and the interior contact flange of the valve box,for vertical movement damping.Ensure the riser(bell end of pipe)rests on the valve flange,or provide a suitable foot piece to support the riser pipe. Set,align,and adjust the valve box so that the lid is level with the final grade. Paint the covers of new valve boxes in"Fluorescent Orange"when installed.After completion and approval by the Engineer,repaint the covers in"Black." 3.15. Wet Connections. Make the wet connections,as directed,in such a manner and at such hours to minimize inconvenience to the public.When the existing mains have been cut or a plug removed for a connection, pursue the work of making the connection without interruption until complete. 39-52 • 07-15 OTU 306 7049 If the Contractor proceeds with a wet connection without a complete shut-off,there will be no extra compensation for damages or extra work resulting from the incomplete shut-off. The Utility Owner will operate gate valves in the existing system and in sections of completed mains that. have been placed in service.Notify the Utility Owner at least 48 hr.in advance of making connections. Wet connections that are 2 in.or smaller are sometimes referred to on the plans as 2 in.standard connections or gooseneck connections. Items that maybe necessary to complete these types of wet connections include corporation cock,saddle, copper tubing,brass fittings,and 2 in.valves.Do not use these connections on or consider them as part of a 2 in.service line. The Utility Owner will handle,at no cost to the Contractor,operations involving opening and closing valves forr wet connections. • 3.16. Polyethylene Film Wrap.Except as noted on the plans,wrap ductile-iron pipe(including fittings and other appurtenances),with a polyethylene film.Also wrap fire hydrant barrels. Remove lumps of clay,mud,cinders,etc.,on the pipe surface before installing the polyethylene encasement. Prevent soil or embedment material from becoming trapped between the pipe and the polyethylene.Fit the polyethylene film to the contour of the pipe to affect a snug,but not tight fit;encase with minimum space between the polyethylene and the pipe.Provide enough slack in contouring to prevent stretching the polyethylene where it bridges irregular surfaces,such as bell-spigot interfaces,bolted joints,or fittings,and to prevent damage to the polyethylene due backfilling operations.Secure overlaps and ends with adhesive tape to hold polyethylene encasement in place until backfilling operations are complete. For installations below the water table and in areas subject to tidal actions,seal both ends of the polyethylene tube with adhesive tape at the joint overlap:. Repairs:.Repair any cuts,tears,punctures,or damage to the polyethylene with adhesive tape or with a short length of polyethylene sheet or cut open tube,wrapped around the pipe to cover the damaged area,and secured in place. Openings in Encasement:Provide openings for branches,service taps,blow offs,air valves,and similar appurtenances by making an X-shaped cut in the polyethylene and temporarily folding back the film.After the appurtenance is installed,tape the slack securely to the appurtenance and repair the cut,as well as other damaged areas in the polyethylene,with tape.Service taps may also be made directly through the polyethylene.Repair any resulting damaged areas as described above. Junctions between Wrapped and Unwrapped Pipe:Where polyethylene-wrapped pipe joins an adjacent pipe that is not wrapped,extend polyethylene wrap to cover the adjacent pipe for distance of at least 3 ft.Secure the end with circumferential turns of tape.Wrap service lines of dissimilar metals with polyethylene or suitable dielectric tape for a minimum clear distance of 3 ft.away from cast-iron or ductile-iron pipe.. 3.16.1. Tubular Type Wrap.When the polyethylene film is supplied in tubular form,install it on the pipe before placing the pipe in the trench and in the following manner: • Elevate the spigot end of the pipe,brush mud and debris from the pipe,and slip a length of film (approximately 2 ft.longer than the joint of pipe)over the joint of the pipe.Wrap the film,tightly around the spigot end,leaving about 1 ft.extending beyond the end of the pipe,and tape the edge down lightly with polyethylene tape. When lifting the joint of pipe for placing in the trench,remove any remaining mud,clay,or debris.Insert the spigot end into the bell end of the joint previously placed,push home,and release the pipe into the trench. Pick up the pipe joint at the bell,slide the film to a point back of the bell,and prepare a bell hole. 40-52 ' 07-15 OTU 307 7049 When laying the next joint,pull the film beyond the bell to overlap the film attached to the spigot of the new pipe joint.Wrap the film by folding it longitudinally and tape it securely in place to prevent damage during backfill.Do not tape the end that is slipped over the last bell but bind it with twine or other approved material. At each corporation,draw the loose material up around the corporation base and seal it with tape to insulate the 2 dissimilar metals. Wrap fittings and fire hydrant leads,and tape or bind the wrap'with heavy twine.Wrap fittings,such as bends and reducers,similarly to the method outlined above.Wrap specials,such as valves,tees,crosses,etc.,by splitting,tucking,and overlapping the polyethylene tube,then closing the field-made splices with the required tape.Material to cover the valves may be acquired from excess overlapping polyethylene tubing on adjacent pipe joints.Draw the polyethylene tubing over the bell of the pipe on either side and insulate with field-made seams as described above.Completely wrap fittings and specials that require concrete blocking,before. placing concrete. 3.16.2. Sheet Type Wrap.Apply sheet type wrap around the pipe either before or after positioning the pipe in the trench.Install"above ground"in a manner similar to that described above for tubular installation. Install"in trench"in a manner similar to that described below: Cut the polyethylene sheet to a length approximately 2 ft.longer than the pipe section:Center the length to provide a 1 ft.overlap on each adjacent pipe section,bunching it until it clears the pipe ends.Wrap the polyethylene around the pipe so that it circumferentially overlaps the top quadrant of the pipe.Secure the cut edge of the polyethylene sheet at intervals of approximately 3 ft. Lower the wrapped pipe into:the trench and make up the pipe joint with the preceding section of pipe.Make shallow bell holes at joints to facilitate installation of the polyethylene.After completing the joint,make the overlap and secure the ends.. Repair cuts,tears,punctures,or other damage to the polyethylene.Proceed with installing the next section:of pipe in the same manner. 3.16.3. Boring or Augering Section Installation.Use cast-iron or ductile-iron pipe with a polyurethane coating as specified in this Specification. Provide a final seal against the intrusion of the backfill material by completely encasing the tapping sleeve with sheet vinyl of 8 mil thickness.Apply tape to secure this wrapping,using Polyken No.900,Scotch Wrap No.50,or approved equal,manufactured for this purpose. 3.17. Disinfecting Mains and Testing for Leakage. 3.17.1. Disinfecting Mains.The Utility Owner will furnish water for disinfecting and flushing without charge to the Contractor. Furnish the necessary taps,risers,and jumpers of such sizes and materials as are specified by the Engineer, and install the subject material in the locations designated.Normally,each valve section of main will require two.3/4in.taps;however,on larger mains the Engineer may order that 1-1/2 in.or 2 in.taps and risers be used. Furnish and install the necessary temporary blind flanges,sleeves, plugs,etc.,as required to disinfect and pressure test the new mains. Use fire hydrants as blow-offs to flush newly constructed waterlines 8 in.diameter and above. After laying and backfilling the pipe,disinfect the newly laid pipe.Unless otherwise shown on the plans,the Utility Owner will furnish and pay for the labor and materials necessary for the initial application of the disinfecting agent.Slowly fill each valves section of pipe with water and expel the air from the pipe.Furnish 41-52 07-15 OTU 308 7049 and install taps at the points of highest elevation,if required to accomplish this.After filling the main with water and expelling the air,charge the pipe with the disinfecting agent and allow it to stand for 24 hr.Unless otherwise shown on the plans,the Utility Owner will then flush the main with water.After flushing,draw samples from the main and test for 2 consecutive days at a valid,approved testing facility.After samples are drawn and the test results pass,proceed with the pressure test and any necessary repairs.If the samples do not pass,re-disinfect the pipe until the samples taken are passed by the certified and approved testing facility;Unless otherwise shown on the plans,in the event that more than one disinfection of the main(or portion of the main)is required,the additional disinfection will be charged to the Contractor at rates established by the Utility Owner. After disinfecting and flushing water lines,bacteriological tests will be performed by the Utility Owner or testing laboratory. . When test results indicate a need for additional disinfection of water lines based on Texas Department of Health requirements,assist Utility Owner with additional disinfection operations. 3.17.2. Testing for Leakage.Following the first disinfection test,subject the newly laid pipes to a hydrostatic pressure of 125 psi,unless otherwise shown on the plans.Where practicable,test pipe lines in lengths between line valves or plugs,of at most 1,500 ft.unless otherwise approved.Perform the pressure test by means of a pump connected to the pipe in a manner satisfactory to the Engineer.Furnish,install,and operate the necessary connections,pump,meter,and gauges.Before running the pressure test,ensure the meter is tested,sealed,and approved(at the Contractor's expense)by an approved,certified testing facility. Ensure the minimum duration of the test is 8 hr.If a large quantity of water is required to maintain pressure during the test,discontinue testing until the cause of the water loss is identified and corrected. Observe the following general regulations during each leakage test for cast-iron,ductile-iron,and PVC pipe: Except for welded steel pipe in which no leakage is permitted,ensure that pipe lines,when subjected to the specified pressure test,do not show leakage in excess of 3.19 gal.per inch of diameter,per mi.,in 24 hrs. Repair portions of the pipe showing:visible leaks regardless of the total leakage shown by the pressure test. Remove and replace cracked or defective pipes,fittings,valves,or hydrants discovered by means of this pressure test with sound material.If the main is opened for any reason,re-disinfect it until satisfactory samples are obtained.Also,pressure tests it until the requirements of this specification are met. Immediately upon completing disinfection and pressure testing,remove all taps,risers,and blow-offs,then backfill the remainder of the trench in accordance with the requirements of this specification. Perform leakage testing at no additional cost to the Department. 3.18. Using Completed Sections of.Mains.The Utility Owner may use and operate portions of the water mains that are disinfected and pass the leakage test.Unless otherwise shown on the,plans,operate the valves in such completed sections only with the express.permission of the Utility Owner. The use of the mains is not construed as acceptance of them and does not relieve the Contractor's responsibility for fulfilling the conditions of the contract,unless•the mains are damaged due to negligence on the part of the Utility Owner: 3.19. Lowering Mains.When lowering a main,perform the initial excavation in such a manner to permit the mains to rest on a number of dirt benches.If soil conditions are unsatisfactory for dirt benches,use wooden blocks to support the mains.Then attach the pipe by using ropes,cable,or chains to overhead supports;remove the dirt benches or wooden blocks,and slowly and evenly lower the pipe into position.After lowering the mains,repair each damaged joint as directed. 3.20. Copper Service Line Construction.The use of Hays-Seal and Mueller Company catalog numbers to describe various fittings is not intended to be proprietary,but merely to indicate clearly the respective types of fittings to be furnished. 42-52 07-15 OTU 309 7049 . 3.20.1. Installing Service.Lines.For curb and gutter streets,lay copper service lines with a.minimum 30 in.of cover from top of curb to the top of the service line.For crowned streets with open ditches,lay copper service lines with a minimum 30 in.of cover at the crown and with a minimum 18 in.of cover from the flow line of the ditch to the top of the.service line.Ensure service line locations are clear of proposed paving and underground work. Exercise caution to keep the lines free of dirt and foreign matter at all times.Assemble copper lines in an entirely slack position and free of kinks.Use service lines consisting of one continuous run of copper tubing where possible.Do not use bends greater than that originally found in the coil of tubing as packaged. For 1-1/2 in.and 2 in.copper tubing shipped in straight lengths,use the following bend criteria: For 2 in.copper tubing,a maximum of one 45°bend may be accomplished in a 4 ft.section;for 1-1/2 in. copper tubing,a maximum of one 45°bend in a 3 ft.section.No kinks,dents,flats,or crimps will be permitted. Locate meters,in general,1 ft.into the street right of way.Where this is not applicable,locate meters approximately 1 ft.from the sidewalk on the curb side.If the present meter location conflicts with proposed driveway turnouts or other proposed street improvements,shift the meter to miss the obstruction and reconnect it to the customer's service line.Reset meters at positions such that the top of the meter is 4 in.to 6 in.below the finished grade. Where the plans call for salvaging and relocating the meter,meter box,and curb stop,remove these materials with care,thoroughly clean them,and submit them for inspection by the.Engineer,before installing them in the new location.If the plans call for relocating the meter(other than at some point along the existing service line),a new service line will be required. Where it is necessary to cross a paved street,push the service line under the paving..through a pre-drilled and prepared opening.Use only full lengths of copper tubing,taking care not to damage the tubing when pulling it through the prepared hole. A compression type union is only permitted when a full 40 ft.(60 ft.for 3/4 in.to 1 in.)length of tubing cannot completely span underneath the pavement.Do not use compression type unions under the paved street. 3.20.2. Installing Corporation Stops.Tap the main at a.location such that a straight line passing through,the meter and the corporation stop will be at 90°to the main.Locate taps in the upper portion of the main within 45°of the pipe spring line.Perform the cutting operation with an approved sharp shell cutter tool. Install taps for service lines conforming to the requirements of Table 12.Space taps a minimum of 2 ft..apart. • 43-52 07-15 • OTU. 310 7049 Table 12 Service Tap Requirements for Service Lines Water Main Type and Diameter Service Size_Diameter 314 in. 1 in. ' 1-112 in. 2 in. - 4 in.Cast-Iron or Ductile-Iron DSS,WBSS DSS,WBSS DSS,WBSS DSS,WBSS 4 in.Asbestos-Cement WBSS WBSS DSS,WBSS DSS,WBSS 4 in.PVC(AWWA C 900) DSS,WBSS DSS,WBSS DSS,WBSS DSS,WBSS 6 in.and 8 in.Cast-Iron or Ductile-Iron DSS,WBSS DSS,WBSS DSS,WBSS' DSS,WBSS 6 in.and 8 in.Asbestos-Cement DSS,WBSS DSS,WBSS DSS,WBSS DSS,WBSS 6 in.and 8 in.Cast-Iron or Ductile-Iron DSS,WBSS DSS,WBSS DSS,WBSS DSS,WBSS 6 in.and 8 in.PVC(AWWA C900) DSS,WBSS DSS,WBSS DSS,WBSS DSS,WBSS 12 in.Cast-Iron or Ductile-Iron DSS,WBSS DSS,WBSS DSS,WBSS DSS,WBSS 12 in.Asbestos-Cement DSS,WBSS . DSS,WBSS DSS,WBSS DSS,WBSS 12 in.PVC(AWWA C900) DSS,WBSS DSS,WBSS DSS,WBSS DSS,WBSS 16 in.and up Cast-Iron or Ductile-Iron DWBSS DWBSS DWBSS DWBSS 16 in.and,up Asbestos-Cement DWBSS DWBSS DWBSS DWBSS 16 in.and up PVC(AWWA C900) DWBSS DWBSS DWBSS DWBSS DSS—Dual Strap Saddles WBSS—Wide Band Strap Saddles DWBSS—Dual Wide Band Strap Saddles 3.20.3. Installing Curb Stops.Set curb stops or angle stops only at the outer end of the service line just ahead of the meter.Secure the opening in the curb stop to prevent unwanted material from entering.Use eighth bend or quarter bend couplings to accomplish close quarter turns in the service line. In 3/4 in.and 1 in.services,install a meter coupling or swivel nut meter spud curb stop,ahead of the meter. Also install a straight meter coupling on the outlet end of the meter.Install a new curb stop when the service line is extended. 3.20.4. Sequence of Work.Open the trench for the proposed service line or prepare the jacking and receiving pits. Install the corporation stop in a workmanlike manner using the proper equipment. Install the copper service line and connect it to the corporation stop. Install the curb stop on the meter end of the service line. With the curb stop open,and before connecting the service line to the meter,open the corporations stop and flush the service line adequately.Close the curb stop,leaving the corporation stop in the full open position. Check the service line for apparent leaks.Repair leaks before proceeding. Connect the service line to the meter and,if necessary,adjust the meter location:Use care to ensure that the inlet side of the meter is connected to the water service line.Momentarily open the curb stop to verify proper registration of the meter. . Backfill the excavations,tamping the backfill material in place to the density of the soil in the adjacent trench walls. If relocating the meter,relocate the meter box so that it is centered over the meter with the top of the lid flush with the finished grade.When the meter must be located in driveways or sidewalks furnish and install an approved traffic type meter box with a cast-iron lid. 3.21. Cutting and Plugging Water Mains. Where the plans call for abandoning water mains,adhere to the following general procedure: After constructing,disinfecting,testing,and placing the replacement main in service,and services are transferred to the replacement main,locate the main to be abandoned;trace it back to the feeder main,and 44-52 . 07-15 OTU 311 7049 • at this point cut and plug it at the tee.Normally,installing a plug,clamp,and a concrete thrust block does this.In cases of 1-1/2 in.or 2 in.corporation cock or tapping sleeve and valve(TS&V)connections,remove the valve and install a cap or plug at the tee.Ensure the line to be abandoned is not valves off at the nearest valve,nor cut and plugged other than at the supply main. Adequately plug the ends or openings in abandoned mains or cap them in an approved manner and replace excavation,backfill,and any street surfaces,to the Engineer's satisfaction.Perform this work in accordance with.Sections 3.1.,"Excavation,"and 3.11.,'Backfilling.° Remove surface identification,i.e.,valve boxes and fire hydrants.Where valve boxes are in improved streets (other than shell),pouring valve boxes full of concrete with the cap permanently removed is permitted. Do not remove plugs during the months of peak water demands,June,July,and August,unless otherwise approved 3.22. Service Lines of Public Utilities.Where any pipe or conduit of a public utility corporation crosses the water main trench,support such pipe or conduit in a manner satisfactory to the Engineer. If the Contractor considers it necessary for a utility company to relocate their utility lines or other improvements,notify the Engineer in advance. If the Engineer considers it imperative to make the change,the Engineer will make the necessary arrangements with the utility company. 3.23. Relocating Meter Vaults.Salvage existing valves,meters,and strainers from inside the vault and return them to the Utility Owner,or as designated on the plans. Install pipe,valves,service lines,and other appurtenances in accordance with the sections of this specification or as directed: In general,install the type of meter vault shown on the plans or as approved. 3.23.1. Precast Concrete Vault.Construct and furnish the precast concrete vault as shown on the plans. Set the precast concrete vault level on a minimum 3 in.bed of sand in an excavation and bring it to grade. Then install piping and backfill with sand around the vault. 3.23.2. Cast-in-Place Concrete Vault.Construct the cast-in-place concrete vault as shown on the plans.Key the walls to the floor slab and form to the dimensions shown on the plans.Provide a minimum wall thickness of 4 in.Cast the walls monolithically.One cold joint is allowed when the vault depth exceeds 12 ft.Set the frame for the cover while the concrete is still green. 3.23,3. Frame.and Cover.Construct the frame and cover as shown on the plans. In grass areas,set the frame and cover 2 in.to 3 in.above the natural ground or finished grade and parallel to it(the maximum allowable angle from horizontal is 20°).Slope the backfill away from the meter. In sidewalk areas,set the frame and cover 1/2 in.to 1 in.above the adjacent concrete and parallel to it. Slope the replacement concrete away from the meter to meet the adjacent concrete. 3.23.4. Inspections.The following inspections will be made jointly by the Engineer and representatives of the Utility Owner: • Site Location Inspection-to obtain the required approval of proposed meter location before commencing work. • Final Inspection—conducted after the backfill is in place,the cover is installed,the cleanup is completed,and the surface is restored. • . 45-52 07-15 OTU 312 7049 3.24. Adjusting Existing.Surface Structures. 3.24.1. Valve Boxes.Salvage and reuse the valve box.Remove and replace the 6 in.ductile-iron riser pipe with a suitable length for the depth of cover required to establish the adjusted elevation to accommodate the actual finished grade. • Reinstall the valve box and riser piping plumbed in a vertical position.Provide a minimum.of 6 in.telescoping freeboard space between the riser pipe top butt end and the interior contact flange of the valve box,for vertical movement damping. After setting,aligning,and adjusting the valve box so that the top lid is level with the final grade,place a 24 in.by 24 in.by 8 in.thick concrete block around the valve box.Center the valve box horizontally within the concrete box. 3.24.2. Meter Boxes.Salvage and reuse meter boxes when possible.Reinstall them in conformance with the manufacturer's recommendations.Repair any damage sustained by the meter box during relocation or service transfer,at no expense to the Department. - If the existing meter box requires replacement,the Contractor may obtain a new box from the Utility Owner by providing adequate documentation of the existing and proposed locations. 3.24.3. Meter Vaults.Adjust meter vaults in conformance with the details shown on the plans.Salvage and reuse access covers. 3.25. Relocating Water Meters and Boxes.Salvage,clean,inspect,and install existing curb stops,meters, unions,and meter boxes at the new locations in conformance with specifications in this section.When the meter and box is relocated,move it the minimum distance to enable access for new.connections.Repair any damage sustained by the meter box during relocation or service transfer,at no expense to the Department. If unable to salvage the existing boxes,the Contractor may obtain new boxes from the Utility Owner by providing proper documentation of the existing and proposed locations of the meter. When approved,the Contractor may relocate meter boxes located adjacent to existing pavement,if this operation facilitates construction or decreases the costs.Obtain writtenrapproval of the Engineer and perform this work,including excavation,piping,meter box relocation,removal and replacement of paving,etc.,at no • . cost to the Department. . 3.26. Installing Split Casing.Notify the Utility Owner at least 48 hr.in advance of any work planned involving existing water lines.Do not,at any one time,expose more than 20 ft.of water lines to be encased. Place 6 in.x 6 in.x 1-114 in.neoprene pads between the split casing sections and the top and bottom of the water lines spacing them at approximately 6 ft.or as directed. Ensure the completed and shaped trench to receive the casing is of wide enough to provide free working space for satisfactorily installing the casing and backfilling under and around the casing. Hold the split casing in place for welding by using hinges,coupling bands,or any other acceptable method. Use a casing diameter not less that the outside dimension of the pipe at is longest dimension plus 4 in. Perform welds conforming to the requirements of AWWA Standard C 206.Provide welds capable of developing the full strength of the pipe throughout the joint and casing split. Seal the ends of the encasement pipe with casing and seals in accordance with Section 2.2.1.,"Steel Carrier Pipe,"to prevent the entrance of the excessive ground water. 46-52 07-15 • OTU • 313 7049 3.27. Modifications for Cathodic Protection. 3.27.1. General.Provide cathodic protection systems as shown on the plans. References to steel pipe apply to tape-coated welded steel pipe.If damage occurs to the pipe coatings during the welding process,refurbish the affected area to its original condition. 3.27.2. Bonded Joints.Where rubber gasket bell and spigots are provided,provide for bonded joints by either welding a strap or clip between the bell and the spigot of each joint,or by providing a Thermite-welded cable between the bell and the spigot of each joint.Provide pipes,whether installed in.a tunnel or open cut,with- bonded joints,except where providing insulating flanges.Where welding joints for thrust restraint,no additional bonding is required. Bonding Strap or Clip:Provide a strap or clip for bonding the bell to the spigot,that is free of foreign material that could increase the contact resistance between the wire and the strap or clip. Unless otherwise noted,provide insulation kits at connections to the existing water system,at locations to isolate one type of cathodic system from another type,between the water main and extra piping,or as shown on the plans. 3.28. Removing and Salvaging Fire Hydrants and Water Meters.Deliver removed and salvaged fire hydrants and water meters to the Utility Owner at the location shown on the plans,or as directed. 3.29. Installing the.Nonmetallic Pipe Detection System.Install the nonmetallic pipe detection system concurrently with placing the proposed pipe. Install as specified by the manufacturer and as approved. 3.30. Removing Water Mains and Removing Water Mains with Casing.Remove water mains and water mains with casing in accordance with Item 100,or as shown on the plans.This includes removing and disposing of pipe and appurtenances as shown on the plans or as directed.Perform related excavation and backfilling,as required,at no additional cost the Department. 3.31. Adjusting Manholes. Perform work in accordance with Item 465.Excavate and backfill in accordance with Item 400.Carefully remove and temporarily store as directed,manhole and inlet rings,covers,plates,and grates to be reused.Clean mortar and grease from the contact areas of reused items.Dispose of unused removed material as directed.Use construction methods described in Sections 479.3.1,"Lowering the Top of a Manhole or Inlet,"and 479.3.2,"Raising the Top of a Manhole or Inlet,"unless otherwise shown on the plans. 3.31.1. Lowering the Top of a Manhole or Inlet.Remove a sufficient depth of brick courses or concrete to permit reconstruction on a batter not exceeding 1 in.horizontal to 2 in.vertical.Where brickwork is present,clean the mortar from the top course of brick.Rebuild the manhole or inlet to the original top dimensions or to the dimensions shown in the plans. Install the manhole or inlet ring and the cover,plate,or grate to conform to the proposed new surface contour. 3.31.2. Raising the Top of a Manhole or Inlet.Clean the top surface of brick or concrete.Construct to the proper new elevation using new brick,brick salvaged from other manholes or inlets,prefabricated metal extension rings,concrete rings,or Class A concrete.Install the manhole or inlet ring and the cover,plate,or grate to conform to the proposed new surface contour.Install prefabricated extension rings in accordance with manufacturer's instructions. 4. MEASUREMENT 4.1. Water Main Pipe and Steel Casing. Measured by the foot,of the various sizes and types specified.Water mains and casing will be measured along the axis of the pipe and no deductions will be made for valves or fittings.Reducers will be classed as pipe of the size of the larger end. 47-52 07-15. OTU 314 7049 - Unless otherwise shown on the plans,Fire Hydrant Branches(Leads)will be measured by the foot,of the various types and installation methods specified,along the axis of each branch(lead)from the hydrant to the end of the branch(lead).No deductions will be made for valves or fittings. 4.2. Split Steel Casing. Measured by the foot,of the various sizes shown on the plans. 4.3. Fiberglass Reinforced Plastic(FRP)Pipe for Casing. Measured by the foot,of the various sizes shown on the plans. 4.4. Jacking,Tunneling,Boring,or Augering.Jacking,Tunneling,Boring,or Augering for water mains and steel casing will be measured by the foot,of the sizes,types,and wall thickness(applicable only for casing) specified. Jacking,Tunneling,Boring,or Augering for fire hydrant branches(leads)will be measured by the foot,of the various types specified. 4.5. New Copper Service Lines. Measured by each service line installed. Short Side service line refers to service connections made to meters located on the same side of the street as the supply main is located.Long Side service line refers to service connections made to meters located on the opposite side of the street from the supply main,or from the center of the street,where the supply main is located in the center of the street. 4.6. Gate Valves,Tapping Sleeves and Valves,and Butterfly Valves..Measured by each assembly installed, of the various sizes specified,except that gate valves 20'in.in diameter and smaller,are subsidiary to the • water lines. 4.7. Fire Hydrants. Measured by each assembly installed,including a 6-in.gate valve and box,regardless of depth.It is the Contractor's responsibility to install the fire hydrant assembly such that it meets the standard installation requirements of this specification and the manufacturer's specifications. Fire Hydrant Branches(Leads)will be measured as indicated.in Sections 4.1.,"Water Main Pipe and Steel Casing"and 4.4.,"Jacking,Tunneling,Boring,or Augering." 4.8. Meters and Vaults. Measured by each assembly constructed. 4.9. Air Release and Vacuum Relief Valves. Measured by each assembly,of the various sizes,with the valve box installed. 4.10. Pressure Reducing Stations. Measured by the lump sum unit constructed. 4.11. Blow Off Valves. Measured by each assembly,of the various sizes and types,,with the valve box installed. 4.12. Removing Fire Hydrants. Measured by each assembly removed and disposed of properly. 4.13. . Removing Water Valves and Boxes. Measured by each assembly removed and disposed of properly. 4.14. Removing and Relocating Meters and Boxes. Measured by each assembly removed,cleaned,and installed at the new location. 4._15. Removing Meters and Vaults. Measured by each assembly removed and disposed of properly. 4.16. Removing and Salvaging Water Meters. Measured by each assembly removed and salvaged. 4.17. Removing and Salvaging Fire Hydrants. Measured by each assembly removed and salvaged. 48-52 07-15 OTU 315 7049 4.18. Removing and Relocating Water Meters and Meter Vaults. Measured by each assembly removed and relocated. 4.19. Adjusting Meter Vaults. Measured by each assembly adjusted. 4.20. Adjusting Meter Boxes. Measured by each assembly adjusted. 4.21. Adjust or Relocate Water Meter. Measured by each assembly adjusted or relocated. 4.22. Lowering Water Mains. Measured by the foot,ofthe sizes and types of pipe lowered. 4.23. Cutting and Plugging Water Mains. Measured by each location a water main is cut and plugged,of the sizes indicated. 4.24. Removing Pressure Reducing Stations. Measured by each complete pressure reducing station removed. 4.25. Wet Connections. Measured by each connection,of the sizes specified. 4.26. Extra Hand Excavation or Extra Machine Excavation. Measured by the'cubic yard in its original position. Excavation performed by manual labor at the locations specifically designated by the Engineer,and which is not included under or subsidiary to other bid items contained in this specification,is considered Extra Hand Excavation or Extra Machine.Excavation. 4.27. Adjusting Manholes. Adjusted manholes will be measured as each manhole adjusted. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit prices bid for the items of work described below.These prices are full compensation for furnishing,hauling,placing,and installing the materials;for inspecting and testing;and forr other materials,labor,equipment,tools,and incidentals. 5.1. Water Main Pipe and Steel Casing. Payment for water main pipe,and steel casing will be made at the unit prices bid for"Water Main Pipe(Cast-Iron),""Water Main Pipe(Steel),""Water Main Pipe(Ductile Iron)," "Water Main Pipe(Copper),""Water Main Pipe(Polyvinyl Chloride)(PVC),"and Casing(Steel),"of the various sizes and types specified,installed by the open-cut method. Unless otherwise shown on the plans or specifications,excavating,disposing of unsuitable excavated material,backfilling,and the material for backfill,for the complete installation of the water main system,are subsidiary to this bid.Item. 5.2. Split Steel Casing. Payment for split steel casing will be made at the unit price bid for"Split Steel Casing," of the various sizes specified,installed by the open cut method. 5.3. Fiberglass Reinforced Plastic(FRP)Pipe for Casing. Payment for Fiberglass Reinforced Plastic(FRP) Pipe for Casing will be made at the unit price bit for"Fiberglass Reinforced Plastic(FRP)Pipe for Casing"of the various sizes specified. 5.4. Jacking,Tunneling,Boring,or Augering.Payment for jacking,tunneling,boring,or augering water main will be made at the unit price bid for"Jacking,Tunneling,Boring,or Augering(Water Main),"of the sizes and types specified.This price includes furnishing the pipe. Payment for jacking,tunneling,boring,or augering fire hydrant branches(leads)will be made at the unit price bid for"Jacking,Tunneling,Boring,or Augering Fire Hydrant Branch(Lead)(6 in.),"of the types and installation method specified.This price includes furnishing the pipe. 49-52 07-15 • OTU 316 • 7049 Payment for jacking,tunneling,boring,or augering steel casing will be made at the unit price bid for"Jacking, Tunneling,Boring,or Augering Casing(Steel),"of the sizes,types,and wall thickness(applicable only if exceeding minimum thickness,shown in Section 2.2.2,"Steel Casing Pipe').specified.This price includes the casing.Water mains and fire hydrant branches(leads)placed in the casing will be paid for by the appropriate bid item. Excavating,backfilling,backfill material,and disposing of unsuitable excavated material for jacking, tunneling,boring,or augering pits are subsidiary to these bid items. 5.5. New Copper Service Lines. Payment for copper service lines will be made at the unit price bid for"Service Line(Short Side 5/8 in.to 1 in.),""Service Line(Long Side 5/8 in.to 1 in.),""Service Line(Short Side 1-1/2 in. to 2 in.)"and"Service Line(Long Side 1-1/2 in.to 2 in.),"installed.This price is full compensation for labor, materials,excavation,and backfill required to install the facility,including connection to the customer's service line. 5.6. Gate Valves,Tapping Sleeves and Valves;and Butterfly Valves. Payment forgate valves(larger than 20 in.in diameter),tapping sleeves and valves,and butterfly valves will be made at the unit price bid for"Gate Valve,""Tapping Sleeve and Valve,"and"Butterfly Valve,"of the various sizes specified;with the valve box installed. 5.7. Fire Hydrants. Payment for fire hydrants will be made at the unit price bid for"Fire Hydrant Assembly," including 6 in.gate valve and box,installed regardless of barrel depth. Payment for fire hydrant branches(leads)will be made at the unit price bid for"Fire Hydrant Branch(Lead) (6 in.)"installed by the open-cut method. Any adjustment required either in the flow line of the water main or to the barrel length of the fire hydrant is subsidiary to this bid Item. 5.8. Meters.and Vaults. Payment for meters and vaults will be made at the unit price bid for"Meter and Vault" constructed. 5.9. Air Release and Vacuum Relief Valves. Payment for air release and vacuum relief valves will be made at the unit price bid for"Air Release and Vacuum Relief Valve,"of the various sizes specified,with the valve box installed. 5.10. Pressure Reducing Stations. Payment for pressure reducing stations will be made at the unit price bid for "Pressure Reducing Station." This price is full compensation for performing the necessary excavation, backfill,finish grading,constructing the concrete structure,and furnishing and installing station appurtenances addressed under Article 2,"Materials,"of this specification: 5.11. Blow Off Valves. Payment for blow off valves with boxes will be made at the unit price bid for"Blow Off Valve"of the various sizes and types specified,with the valve box installed. 5.12. Removing Fire Hydrants. Payment for removing fire hydrants will be made at the unit price bid for "Removing Fire Hydrant." This price includes removing valves from the existing location,disposing of the valves,and plugging at the tee.Excavation and backfill required for removing fire hydrants are subsidiary to this.bid Item. 5.13. Removing Water Valves and Boxes. Payment for removing water valves and boxes,will be made at the unit price bid for"Removing Water Valve and Box." Excavation and backfill required for removing water valves and boxes are subsidiary to this bid Item. 5.14. Removing and Relocating Meters and Boxes. Payment for removing and relocating meters and boxes will be made at the unit price bid for"Removing and Relocating Meter and Box." 50-52 07-15 OTU 317 7049 5.15. Removing Meters and Vaults. Payment for removing meters and vaults will be made at the unit price bid for`Removing Meter and Vault.".This includes salvaging the meter strainers and valves and delivering them to their owner at the location shown on the plans or as directed. 5.16. Removing and Salvaging Water Meters. Payment for removing and salvaging water meters will be made at the unit price bid for"Removing and Salvaging Water Meter."This price includes removing salvaged water meters from the existing locations and delivering them to the owner.Excavation,backfill,and finish grading required for removing the water meters are subsidiary to this bid Item. 5.17. Removing and Salvaging Fire Hydrants. Payment for removing and salvaging fire hydrants will be made at the unit price bid for"Removing and Salvaging Fire.Hydrant"The salvaging of fire hydrants will be a cash reimbursement to the owner by the Contractor where the fire hydrants will become the property of the Contractor or the Contractor will deliver the fire hydrants to the Utility Owner at the location shown on the plans.Excavation,backfill,and finish grading required for removing fire hydrants are subsidiary to this bid Item. . • 5.18. Removing and Relocating Water Meters and Meter Vaults.. Payment for removing and relocating water meters and meter vaults will be made at the unit price for"Removing and Relocating Water Meter and Meter Vault" 5.19. Adjusting Meter Vaults. Payment for adjusting meter vaults will be made at the unit price bid for"Adjusting Meter Vault.". This price is full compensation for furnishing the required materials,including backfill as required,excavation,tools,labor,equipment,and incidentals. . 5.20. Adjusting Meter Boxes. Payment for adjusting meter boxes will be made at the unit price for"Adjusting Meter Box." 5.21. Adjust or Relocate Water Meter. Payment for adjusting or relocating water meters will be made at the unit price for"Adjusting or Relocating Water Meters." This price is full compensation for adjusting or relocating water meters. Miscellaneous fittings required to complete the work will not be paid for directly,but will be subsidiary to this Item unless otherwise shown on the plans. Water line sterilization and testing of the completed water main system is considered subsidiary to this Item. 5.22. Lowering Water Mains. Payment for lowering water mains will be made at the unit price bid for"Lowering Water Mains,"of the sizes and types of pipe lowered.This price is full compensation for lowering and, adjusting pipes,as well as any connected valves,boxes,and service lines.Excavation and backfill required for lowering water mains are subsidiary to this bid Item. ' 5.23. Cutting and Plugging Water Mains. Payment for cutting and plugging water mains will be made at the unit price bid for"Cut and Plug Water Main,"of the sizes indicated.This price is full compensation for performing excavation,backfill,finish grading,and other incidental items required to abandon or cut and plug the water main as set forth this specification.Where grout is required,as shown on the plans,it is subsidiary to this bid Item. . 5.24. Removing Pressure Reducing Stations. Payment for removing pressure reducing stations will be made at the unit price bid for"Removing Pressure Reducing Station."This price is full compensation for performing the necessary excavation,backfill,finish grading,pipe removal,structure removal,and for tools,equipment, and.incidentals. . 5.25. Wet Connections. Payment for wet connections will be made at the unit price bid for"Wet Connections,"of . the sizes specified. 5.26. Extra Hand Excavation or Extra Machine Excavation. Payment for extra hand excavation or extra machine excavation will be made at the unit price bid for"Extra Hand Excavation"or"Extra Machine Excavation." This price is full compensation for labor,hand tools,machines,dewatering,and handling and properly disposing of any excess excavated material not suitable for bedding or backfill for this project. 51 52 07-15 OTU 318 • 7049 5.27. Adjusting Manholes. The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Water Main(Adj Exist Manhole)."This price is full compensation for replacement of Air Release/Vacuum Release Valve and installation of the Standard Bollards as shown on the plans;for materials including backfill as required,and for excavation,tools,equipment,labor,and incidentals. Trench excavation protection or temporary special shoring for trenches greater than 5 ft.in depth,or sloping the sides of these trenches to preclude collapse,will be measured and paid for as,required by Item 402, "Trench Excavation Protection,"or Item 403,"Temporary Special Shoring." Furnishing and placing bedding material is subsidiary to the various bid items.. Providing fittings,including necessary concrete thrust blocking,pipe clamps,nipples,pipe coatings,and lubricants,etc.is subsidiary to the water mains in which they are installed. In addition,providing fittings required due to plan changes or alterations in line and grade,is subsidiary to the ' water mains in which they are installed. Fumishing and installing taps,risers,jumpers,blind flanges,cast-iron sleeves,plugs,reducers etc.,as required to disinfect and pressure test the new mains is subsidiary to the various bid items.In addition, necessary excavation and backfill,site grading,and maintenance until completion of pressure testing are subsidiary to the various bid items. • Unless otherwise shown on the plans,the work performed and materials furnished to support the pipes or conduits of public utilities are subsidiary to the various bid items. Furnishing and installing the nonmetallic.pipe detection system,as well as the labor and materials necessary for the system,is subsidiary to the various bid items.In addition,ensure that the detection system is complete,operational,and satisfactory,to the Utility Owner. Adjusting valve boxes is subsidiary to the various bid items. • 52-52 07-15. OTU • . 319 PROJECT NUMBER: TR1205 COUNTY: BRAZORIA CONTROL: 0912-31-273 HIGHWAY: CS(MAX ROAD) CITY OF PEARLAND GENERAL NOTES 1. THE CONTRACTOR SHALL NOT DUMP ANY DIRT OR OTHER MATERIALS ONTO A PROPERTY BEING OUTSIDE OF THE BOUNDARY OF THE PERMITTED PROJECT AND WITHIN THE CITY OF PEARLAND CITY LIMITS WITHOUT A VALID DEVELOPMENT/GRADING PERMIT ISSUED TO THE OFFSITE PROPERTY OWNER BY THE CITY OF PEARLAND ENGINEERING DEPARTMENT. IF SUCH DUMPING IS TO OCCUR WITHOUT A VALID PERMIT,THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE REMOVAL OF ANY ISCARDED,DIRT OR OTHER MATERIALS TO AN APPROVED LOCATION AT THE CONTRACTOR EXPENSE. 2. CONTRACTOR SHALL ADEQUATELY PROTECT EXISTING STRUCTURES, UTILITIES,TREES,SHRUBS,AND PERMANENT OBJECTS WHICH ARE NOT SCHEDULED TO BE REMOVED AS A PART OF THIS PROJECT. PRIOR TO THE REMOVAL OF ANY TREES A CLEAR AND GRUB PERMIT MUST BE OBTAINED FROM THE URBAN FORESTER 281.652.1983. 3. CONTRACTOR SHALL MAINTAIN ACCESS TO RESIDENTIAL AND COMMERCIAL PROPERTIES ADJACENT TO THE WORK AREA AT ALL TIMES. 4. ON ALL PAVEMENT TO BE REMOVED,INCLUDING CONCRETE DRIVEWAYS AND SIDEWALKS,THE PAVEMENT SHALL BE SAWCUT TO FULL DEPTH PRIOR TO REMOVAL. 5. ALL WORK WITHIN CITY OF PEARLAND RIGHTS-OF-WAY OR PUBLIC EASEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF PEARLAND SPECIFICATIONS,ACCEPTED, STANDARDS AND APPROVED DETAILS.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND UNDERSTANDING ALL RELEVANT INFORMATION PRIOR TO CONSTRUCTION. 6. CONTRACTOR SHALL CONTACT THE CITY OF PEARLAND CHIEF ENGINEERING INSPECTOR AT 281.851.2314 TO EITHER SCHEDULE OR NOTIFY HIM OF A PREVIOUSLY SCHEDULED PRE- CONSTRUCTION MEETING.THE PRE-CONSTRUCTION MEETING SHALL BE HELD A MINIMUM OF.48 HOURS PRIOR TO THE START OF CONSTRUCTION. 7. THE CONTRACTOR IS NOT AUTHORIZED TO OPERATE WATER/SANITARY INFRASTRUCTURE UTILITIES, OWNED OR OPERATED BY THE CITY OF PEARLAND.CONTRACTOR SHALL CONTACT THE CITY OF PEARLAND PUBLIC WORKS DEPARTMENT TO REQUEST CITY OF PEARLAND PUBLIC WORKS AUTHORIZED PERSONNEL TO PERFORM ALL UTILITY OPERATIONS. 320 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) General Notes: General: Unless otherwise shown on the plans,RAP generated by this project will become the property of the Contractor for use in the current construction project or in future projects. If fixed features require,the governing slopes shown may vary between the limits shown and to the extent determined by the Engineer. Superelevate the curves to match the existing surface. Notify the Engineer immediately if discrepancies are discovered in the horizontal control or the benchmark data. References to manufacturer's trade name or catalog numbers are for the purpose,of identification only. Similar materials from other manufacturers are permitted if they are of equal quality, comply with the specifications for this project, and are approved, except for roadway illumination, electrical, and traffic signal items. ° The cost for materials, labor, and incidentals to provide for traffic across the roadway and for ingress and egress to private property in accordance with Section 7.2.4 of the standard specifications is subsidiary to the various bid items. Restore access roadways to their original condition upon completing construction. Grade street intersections and median openings for surface drainage. If a foundation is to be placed where a riprap surface or an asphalt concrete surface presently exists,use caution in breaking out the existing surface for placement.. Break out no greater area than is required to place the foundation. After placing the foundation,wrap the periphery with 0.5 in.pre-molded mastic expansion joint. Then replace the remaining portion of the broken out surface with Class A or Class C concrete or cold mix asphalt concrete to the exact slope,pattern, and thickness of the existing riprap or asphalt. Payment for breaking out the existing surface, wrapping the foundation, and replacing the surface is subsidiary to the various bid items. The lengths of the posts for ground mounted signs and the tower legs for the overhead sign supports are approximate. Verify the lengths before ordering these materials to meet the existing field conditions and to conform to the minimum sign mounting heights shown in the plans. Furnish aluminum Type A signs instead of plywood signs for signs shown on,the Summary of Small Signs sheet. Stencil the National Bridge Inventory(NBI)number on each existing bridge shown on these plans. The NBI number is shown above the title block for each bridge layout. Sheet A General Notes 321 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Clearly mark or highlight on the shop drawings,the items being furnished for this project. Submit required shop,drawings in accordance with the shop drawing distribution list shown in the note for Item 5 for review and distribution. Make requests for additional soil information for this project at the Area Engineer's office. Unless otherwise shown on the plans or otherwise directed, commence work after sunrise and ensure construction equipment is off the road by sunset. Procure permits and licenses,which are to be issued by the City, County,or Municipal Utility District. The existing bridge located at Hickory Slough has been tested for Asbestos Containing Materials (ACM)and found to contain 1%or less ACM. No mitigation was required. Any groundwater elevation information provided is representative of conditions existing on the day when and for the specific location where this information was collected. The actual groundwater elevation may fluctuate with time,climatic conditions, and construction activity. General: Roadway Illumination and Electrical . For roadway illumination and electrical items,use materials from pre-qualified producers as shown on the Construction Division(CST)of the Department's material producers list. Check the latest link on the TxDOT website for this list. The category/item is"Roadway Illumination and Electrical Supplies." -No substitutions will be allowed for materials found on this list. Perform electrical work in conformance with the National Electrical Code(NEC)and Department standard sheets. • General: Traffic Signals For traffic signal items,use materials from.the Pre-Qualified Producers List(located at http://www.dot:state.tx.us/GSD/purchasing/supps.htm) and the materials pre-qualified for illumination and electrical items (located at http://ftp.dot.state:tx.us/pub/txdot- info/cmd/mpl/riaes.pdf)as shown on the Department's Material Producers List and the Roadway Illumination.and Electrical Supplies List. Check the latest links on the TxDOT website for these lists. No substitutions will be allowed for materials found on these lists.. General: Site Management Mow the grass and weeds within the project limits a maximum of 3 times a year as directed. This work is subsidiary to the various bid items. Mark stations every 100 ft. and maintain the markings for the project duration. Remove the . station markings at the completion of the project. This work is subsidiary to the various bid items. Sheet B General Notes 322 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Do not mix or store materials, or store.or repair equipment, on top of concrete pavement or bridge decks unless authorized by the Engineer. Permission will be granted to store materials on surfaces if no damage or discoloration will result. Personal vehicles of employees are not permitted to park within the right of way, including sections closed to public traffic. Employees may park on the right of way at the Contractor's office, equipment, and materials storage yard sites. Assume ownership of debris and dispose of at an approved location. Do not dispose of debris on private property unless approved in writing by the District Engineer. Control the dust caused by construction operations. For sweeping the base material in preparation for laying asphalt and for sweeping the finished concrete pavement,use one of the following types of sweepers or approved equal: Tricycle Type Truck Type-4 Wheel Wayne Series 900 ' M-B Cruiser II Elgin White Wing Wayne Model 945 Elgin Pelican Mobile TE-3 Mobile TEr4 . Murphy 4042 General: Traffic Control;and Construction Schedule construction operations such that preparing individual items of work follows in close sequence to constructing storm drains in order to provide as little inconvenience as practical to the businesses and residents along the project. Schedule work so that the base placement operations follow the subgrade work as closely as practical to reduce the hazard to the traveling public and to'prevent undue delay caused by wet weather. This project requires extensive grading operations in an environmentally sensitive area. . If relocating mailboxes,place them with the post firmly in the ground at nearby locations: Upon completing the project,the Engineer will locate the final mailbox placement.' Perform this work in accordance with the requirements of the Item, "Mailbox Assemblies,".except for measurement and payment. This work is subsidiary to the various bid items: If fences cross construction easements shown on the plans and work is required beyond the fences,remove and replace the fences as directed. This work and the materials are subsidiary to the various bid items.' Sheet C General Notes 323 Sheet • County: Brazoria 0 Control: 0912-31-273 Highway: Max Road(CR 108) When design details are not shown on the plans,provide signs and arrows conforming to the latest"Standard Highway Sign Designs for Texas"manual. General: Utilities Consider the locations of underground utilities depicted in the plans as approximate and employ responsible care to avoid damaging utility facilities. Depending upon scope and magnitude of planned construction activities, advanced field confirmation by the utility owner or operator may be prudent. Where possible,protect and preserve permanent signs, markers, and designations of underground facilities. If the Contractor damages or causes damage (breaks, leaks, nicks, dents, gouges, etc.) to the utility, contact the utility facility owner or operator immediately. At least 48 hours before starting work,make arrangements for locating existing Department- owned above ground and underground fiber optic, communications,power, illumination, and traffic signal cabling and conduit. Do this by calling the Department's Houston District Traffic Signal Operations.Office at.713-802-5662 to schedule marking of underground lines on the ground. Use caution if working in these areas to avoid damaging or interfering with existing facilities. Notify the Engineer at least 48 hours before constructing junction boxes at storm drain and utility intersections. Install or remove,poles and luminaires located near overhead or underground electrical lines using established industry and utility safety practices. Consult the appropriate utility company before.beginning such work. If overhead or.underground power lines need to be de-energized, contact the electrical service provider to perform this work. Costs associated with de-energizing the power lines or other protective measures required are at no expense to the Department. If working near power lines, comply with the appropriate sections of Texas State Law and Federal Regulations relating to the type of work involved. Perform electrical work in conformance with the National Electrical Code (NEC)and Department standard sheets. . Before beginning any underground work,notify the City of Houston's Chief Inspector, Public Works and Engineering,to establish the locations of any existing electrical systems for lighting facilities within the limits,of this project. General Notes Sheet D_ 324 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Item 5: Control of Work Before contract letting, electronically generated earthwork cross-section data will be furnished free of charge to the prospective bidders on a compact high-density disk, in an ASCII print format. This will be available through the Association of General Contractors bulletin board service or through the Area Engineer's office. If the earthwork data is not available electronically,reproducible earthwork cross sections are available at the Area Engineer's office for borrowing by copying service companies for the purpose of making copies for the prospective bidders, at the prospective bidder's expense. The earthwork cross-section data provided above is for non-construction purposes only and it is the responsibility of the prospective bidderr to validate the enclosed data with the appropriate plans, specifications,and estimates for the projects. Submit shop drawings electronically for the fabrication of items as documented in Table 1 below. Information and requirements for electronic submittals can be viewed in the"Guide to Electronic Shop Drawing Submittal"which can be accessed through the following web link, • ftp://ftp.dot.state.tx.us/pub/txdot-info/library/pubs/bus/bridge/e submit guide.pdf. References to 11 in.x 17 in. sheets in individual specifications for structural items imply electronic'CAD sheets. Table 1 ' 2014 Construction Specification Required Shop/Working Drawing Submittals Spec A Contractor/ Submittal pproval Fabricator Reviewing Item Product Required No.'s Required /N) P.E.Seal Party. Required 7.20. Construction Load Analyses Y Y . . Y B 400 Excavation and Backfill for Structures Y N Y A (cofferdams) 420 .Formwork/Falsework. . . Y .. N Y A 423 Retaining Walls,..(calcs req'd.) Y .Y Y C 425 Prestr.Concr Beams . Y Y N . B 450 Railing . Y Y N A 462 Concrete Box Culvert Y Y N C 465 Pre-cast Junction Boxes,Grates,and Inlets Y Y N . A 466 Pre-cast Headwalls and Wingwalls Y Y N A 467 Pre-cast Safety End Treatments .Y Y . N A 680 'Installation of Highway Traffic Signals Y Y N : T . 682 Vehicle and Pedestrian Signal Heads Y Y N T 684 Traffic Signal Cables Y : Y N T Traffic Signal Pole Assemblies(Steel)(Non- 686 Standard'only) Y Y Y T 687 Pedestal Pole Assemblies . Y Y N T 688 Detectors. Y •Y . N A SS VIVDS System for Signals ' Y Y N T. • General.Notes Sheet E 325 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Key to Reviewing Party A-Area Office `ArearOffice, „„3, ., .. •'EmaitAddressl :��-• ,. '� . ..�. ". .�:. " Brazoria Area Office HOU-BRZAShpDrwos@txdot.gov Fort Bend Area s txdot qov Galveston Area Office HOU-GALVAShpDrwas(a)txdot.gov. Montgomery Area Office HOU-MONTAShpDrwgs txdot qov North Harris Area Office HOU-NHAShpDrwas@txdot.aov Southeast Area Office HOU-SEHAShpDrwgs g txdot gov Traffic Systems Construction Office HOU-TSCShoDrwgsC)a txdot qov West/Central Harris Area Office HOU-WWCHAOShoDrwgs(g)txdot aov B-Houston Bridge Engineer Bridge Design(Houston TxDOT) I HOU-BrgSliaDrwgs txdotgoy. C-Construction Office Construction HOU-ConstrShpDrwas(q)bcdot.gov Laboratory HOU-LabShpDrwgs gC)txdot qov T-Traffic Engineer Traffic Operations I HOU-TrtShoDrwgsCa7bcdot qov Item 7: Legal Relations and Responsibilities The Contractor Force Account"Safety Contingency"that has been established for this project is intended to be utilized for work zone enhancements,to improve the effectiveness of the Traffic Control Plan,that could not be foreseen in the project planning and design stage. These enhancements will be mutually agreed upon by the Engineer and the.Contractor's Responsible Person based on weekly or more frequent traffic management reviews on the project. The Engineer may choose to use existing bid items if it does not slow the implementation of enhancement. Do not initiate activities in a Project Specific Location(PSL),associated with a U.S.Army Corps of Engineers (USACE)permit area,that have not been previously evaluated by the USACE as ' part of the permit review of this project. Such activities include those pertaining to,but are not limited to,haul roads, equipment staging areas,borrow and disposal sites. Associated defined here means materials are delivered to or from the PSL. The permit area includes the waters of the U.S..or associated wetlands affected by activities associated with this project. Special restrictions maybe required for such work. Assume responsibility for consultations with the USACE regarding activities, including PSLs that have not been previously evaluated by the USACE. Provide the Department with a copy of consultations or approvals from the USACE before initiating activities. The Contractor may proceed with activities in PSLs that do not affect a USACE permit area if a self-determination has been made that the PSL is non:jurisdictionalor if proper USACE clearances have been obtained in jurisdictional areas or have been previously evaluated by the General Notes Sheet F 326 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) USACE as part of the permit review of this project. The Contractor is solely responsible for documenting any determinations that their activities do not affect a USACE permit area. Maintain copies of their determinations for review by the Department or any regulatory agency. Document and coordinate with the USACE, if required, before hauling any excavation from or hauling any embankment to a USACE permit area by either 1 or 2 below: • 1. Restricted Use of Materials for the Previously Evaluated Permit Areas. Document both the Project Specific Locations (PSL)and their authorization. Maintain copies for review by the Department or any regulatory agency. When an area within the project limits has been evaluated by the USACE as part of the permit process for this project: a. Suitable excavation of required material in the areas shown on the plans and cross sections as specified in the Item,`Excavation" is used for permanent or temporary fill(under the Item, "Embankment")within a USACE permit area. b. Suitable embankment.(under the Item, "Embankment") from within the USACE permit area is.used as fill within a USACE evaluated area. c. Unsuitable excavation or excess excavation, "Waste" (under the Item, "Excavation"),that is disposed of at a location approved within a USACE evaluated area. 2. Contractor Materials from Areas Other than Previously Evaluated Areas. Provide the Department with a copy of USACE coordination or approvals before initiating any activities for an area within the project limits that has not been evaluated by the USACE or for any off right of way locations used for the following, but not limited to, haul roads, equipment staging areas,borrow and disposal sites: a. The Item, "Embankment"used for temporary or permanent fill within a USACE permit area. b. Unsuitable excavation or excess excavation, "Waste"(under the Item, "Excavation"),that is disposed of outside a USACE evaluated area. The total area disturbed for this project is 1,6.1.acres. The disturbed area in this project,the project locations in the.Contract, and Contractor project specific locations (PSLs)within 1 mile of the project limits for the Contract,will further establish the authorization requirements for storm water discharges. The Department will obtain an authorization to discharge storm water from the Texas.Commission on Environmental Quality(TCEQ)for the construction activities shown on the plans. The Contractor is to obtain required authorization from the TCEQ for Contractor PSLs for construction support activities on or off the ROW. When the total area disturbed in the Contract and PSLs within 1 mile of the project limits exceeds 5 acres,provide a copy of the Contractor NOI for PSLs on the ROW to the Engineer(to the appropriate MS4 operator when on an off-state system route)and to the local government that operates a separate storm drain system. Sheet G General Notes 327. Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Before bidding on this project, obtain a copy of the complete U.S.Army Corps of Engineers Individual Permit Number SWG-2014-00575 at the Area Engineer's office. Review the permit before bidding on the project and become aware of its conditions.. Place erosion-control measures around the perimeter of impacted wetlands as shown in the above mentioned U.S.Army Corps of Engineers Nationwide permits. During staging and construction operations, equipment is not allowed in the Waters of the United States. Do not place temporary fill in areas determined to be wetlands. This prohibition includes constructing staging areas,temporary fills or other actions that would result in placing fill in wetlands within the right of way,which are not addressed in the plans. The Engineer will coordinate with the Houston District Environmental Section to determine if wetlands are present on this project before placing temporary fill. If wetlands exist, obtain the appropriate permits from the U.S. Army Corps of Engineers. Avoid encroaching into the wetland areas delineated in the plans. Place erosion control measures around the wetlands as shown on the plans. No construction work or construction equipment is permitted within this delineated area. If applicable for bridge construction, construct drilled shafts outside of this delineated area. Secure approval for the locations of field offices,material storage sites,material disposal sites,plants,borrow pits, etc. in writing before use to ensure that the proposed location is not within Jurisdictional Waters of the United States (wetlands). Do not store any material in Waters of the United States inside the right of way without written approval. Before construction operations begin,provide a drawing of the location of proposed temporary access roads, haul roads, or temporary fill used during construction operations to ensure that they are not within Jurisdictional Waters of the United States. If the Contractor elects to use an area,not permitted and determined.to be within Jurisdictional Waters of the United States during the prosecution of the work,the Contractor will hold the Department harmless for delays caused by procuring the necessary permits from the United States Army Corps of Engineers. \ Maintain the roadway slope stability. Maintaining slope stability is subsidiary to the various bid items. The nesting/breeding season for migratory birds is March 1 through August 30. Conduct any tree removal outside of the migratory bird nesting season. If this is not possible due to scheduling,then exercise caution to remove only those trees with no active nests. Do not . destroy nests on structures or in trees within the project limits during the nesting/breeding season. General Notes Sheet R 328 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Take measures to prevent the building of nests on any structures or trees within the project limits throughout the duration of the construction if work/removal will be performed during the nesting/breeding season. This can be accomplished by application of bird repellent gel,netting by hand every 3 to 4 days, or any other non-threatening method approved by the Houston District Environmental Section. Obtain this approval well in advance of the planned use. Contact the Houston District Environmental Section at 713-802-5244. The cost of this work is subsidiary to the various bid items. Item 8: Prosecution and Progress The Department will not adjust the number of days for the project and milestones, if any,,due to differences in opinion regarding any assumptions made in the preparation of the schedule or for errors, omissions; or discrepancies found in the time determination schedule. Working days will be computed and charged based on a 5-day workweek in accordance with Section 8.3.1.1 Item 100: Preparing Right of Way Clean existing ditches under fill sections of undesirable materials including grass,muck, and trash. Perform this work in accordance with the Construction section of the Item, "Preparing Right of Way." This work is subsidiary to this bid Item. The Item, "Preparing Right of Way"will be measured for payment only in those designated areas shown on the plans. Preparing right of way necessary to perform construction that is outside designated areas is subsidiary to this bid Item. Remove abandoned utilities that are in conflict with the new utilities, at no expense to the Department. Reestablish and maintain right of way stakes after completing the right of way preparation activities and until the new utilities are in place. Remove and assume ownership of the existing ground mounted signs within the limits of roadway construction unless otherwise noted or directed. This work is subsidiary to the Item, "Preparing Right of Way." Item 104: Removing Concrete Removing concrete curb is paid as a separate bid item if the existing pavement on which it rests is not removed at the same time. Item 104: Removing Concrete Item 105: Removing Treated and Untreated Base and Asphalt Pavement Item 305: Salvaging,Hauling, and Stockpiling Reclaimable Asphalt Pavement Sheet I General Notes 329 • Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road (CR 108) Case 1 -ACP over asphalt treatment. Removing the Asphalt Concrete Pavement(ACP) and the asphalt treatment/asphalt stabilized base are paid for under the Item, "Salvaging, Hauling, and Stockpiling Reclaimable Asphalt . . Pavement." Item 110: Excavation If manipulating the excavated material requires moving the same material more than once to accomplish the desired results,the excavation is measured and paid for only once regardless of the manipulation required. . Transition the ditch grades and channel bottom widths at structure locations. Use only approved channel excavation in the embankment. The total excavation quantity shown on the plans includes the quantity for excavating to 2 ft. behind the back of the proposed curb. Item 132: Embankment If salvaged base is used for the embankment material,break it into small pieces to achieve the required density and to facilitate placing in the embankment. Obtain approval of the material before placing in the embankment. Furnish Type C material with a maximum Liquid Limit(LL)of 65, a minimum Plasticity Index (PI)of 5, and composed of suitable earth material such as loam, clay, or other materials that form a suitable embankment. The embankment material used on the project which has a Liquid Limit exceeding 45 will be tested for Liquid Limits at the rate of one test per 20,000 cu. yd. or per total quantity less than 20,000 cu. yd.,; unless otherwise directed. Only use material that passes the above tests. Item 161: Compost Item 162: Sodding for Erosion Control Item 164: Seeding for Erosion Control Item 166: Fertilizer Item 168; Vegetative Watering Refer to the"Fertilizer, Seed,Sod, Straw, Compost, and Water"plan sheet for material specifications,application rates, and for watering requirements. Item 260: Lime Treatment(Road-Mixed) For slurry placing,before discharging through the distributors, sufficiently agitate or mix the lime and water to place the lime in suspension and to obtain a uniform mixture. Sheet J General Notes 330 Sheet County: Brazoria Control: 09.12-31-273 Highway:. Max Road(CR 108) The Engineer will observe the lime treatment that the Contractor elects to open to construction traffic immediately after compaction.. If the construction traffic damages the subgrade, route the traffic off the damaged section in accordance with the standard specification. If the construction traffic does not damage the subgrade, cure the subgrade until other courses of material cover it. Apply these courses within 14 days with a maximum curing period of 7 days. Place the hydrated and the commercial lime as a water suspension or slurry according to the slurry placing method shown in Section 260.4.3.2, "Slurry Placement." Use the type of lime at particular locations as directed. Place the quicklime dry or as a slurry. . For the dry quicklime, a spreader box is not required if the lime material is evenly distributed. In limited areas,the Contractor may construct the lime slurry subgrade under a sequence of work in which the application, mixing, and compaction are completed in the same working day, if approved by the Engineer. Provide documentation from certified public scales showing gross,tare, and net weights. Provide producer's delivery tickets also showing gross,tare, and net weights. Completely empty the lime trailers at the project site. The Engineer may direct the Contractor to reweigh any shipment of lime on certified scales. The cost of this operation is subsidiary to the Item, "Lime Treatment(Road-Mixed)." The percentage of lime shown on the plans is estimated on the basis of engineering tests. If soil tests made during construction indicate properties different than those originally anticipated,.the Engineer may vary the percentage of the lime to provide soil characteristics similar to those of the preliminary tests. Mix the lime with the new base material in an approved pug mill type stationary mixer. Item 292: Asphalt Treatment(Plant-Mixed) Item 341: Dense-Graded Hot Mix Asphalt Unless otherwise shown on the plans,RAP generated by this project will become the property of the Contractor for use in the.current construction project or in future projects. Item 292: Asphalt Treatment(Plant-Mixed) If using the iron ore topsoil as the primary aggregate,meaning 80 percent or more by weight of . the total mixture,the requirements for the water susceptibility test are waived. „ Sheet K General Notes 331 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Mixtures containing the iron ore topsoil are exempted from,test methods TEX-217-F (Part I,' separation of deleterious material and Part II, decantation test for coarse aggregate)and TEX- 203-F (Sand Equivalent Test). Assume responsibility for proportioning the materials entering the asphalt mixture,regardless of the type of plant used. Furnish the Unix designs for approval. . . Compact the courses to a minimum density of 95 percentof the maximum density as determined using test method TEX-126-E. Item 305: Salvaging,Hauling,and.Stockpiling Reclaimable Asphalt Pavement Unless otherwise shown on the plans,RAP generated by this project will become the property of the Contractor for use in the current construction project or in future projects. Item 310:. Prime Coat Use asphalt material (MC-30 or PCE)for new flexible base and for,salvaged flexible base to be surfaced and place as directed. Item 340: Dense-Graded Hot Mix Asphalt(Small Quantity) Dilution of tack coat is not allowed. Item 340: Dense-Graded Hot Mix Asphalt(Small Quantity). Item 341: Dense-Graded Hot Mix Asphalt . Taper the asphalt concrete pavement at the beginning and ending points. Use a maximum 6H:1 V slope for the asphalt concrete pavement edge. Where the 6H:1V ACP edge taper extends over onto the unsurfaced shoulders,blade off the loose existing shoulder material to provide a solid base for the outside taper edge. After placing the ACP overlay,blade this material back against the edge taper. This work is subsidiary to the various bid items. The stockpile will be the point of sampling of coarse aggregate for test method TEX-217-F (Part : II, decantation). Place the asphalt concrete pavement in courses as shown on the typical sections. Do not use petroleum-based solvents in the beds of hot mix asphalt delivery vehicles. Dilution of tack coatis not allowed. Sheet L General Notes 332 Sheet County: Brazoria. Control: 0912-31-273 Highway: Max Road(CR 108) Do not use Surface Aggregate Classification(SAC) C for this project. For determining the Asphalt Content, only ignition ovens will be allowed. Item 360: Concrete Pavement Where the pavement curb is left off for a later tie,provide the dowels or the tie bars as indicated on the paving detail sheets. The dowel bars and tie bars are subsidiary to the various bid items. Repair portions of the concrete pavement surfaces that are damaged while in a plastic state before that area receives permanent pavement markings and opens to traffic. Perform repairs that are structurally equivalent to and cosmetically uniform with the adjacent undamaged areas. Do not repair by grouting onto the surface. On pavement widening,,hand finishing in place of the longitudinal float will be permitted. Where existing pavement is widened with new pavement,place the new pavement a minimum of 2 ft. wide. Equip the batching plants to proportion by weight, aggregates and bulk cement,using approved proportioning devices and approved automatic scales. For mono curb,the curb height transitions will be paid at the contract unit price of the larger curb height in the transition. The 2.5-in. laydown curbs for driveways will be paid at the unit price bid for the Item,,"Conic Curb (Mono) (Ty II)." High-early strength cement may be used for frontage road and city street intersection construction. Do not use limestone dust of fracture as fine aggregate. If the concrete design requires greater than 5.5 sacks of cementitious material per cubic yard, obtain written approval. If placing concrete pavement mixes from April 1 to October 31, inclusive,use a minimum of 25 percent by weight of Class F Fly Ash: Perform saw cutting as shown on the plans in accordance with Section 360.4.10,"Sawing Joints." This saw cutting is subsidiary to this bid Item. Use coarse aggregate to produce concrete with a maximum Coefficient of Thermal Expansion (CTE)of 5.5x 10" .in/in/°F. Before construction, submit test specimens to the TxDOT Construction Division for aggregate acceptance. Provide samples or test specimens as directed. The TxDOT Construction Division will perform the testing. Test results,are final.: Testing is. required for naturally occurring aggregates. Sheet M General Notes 333 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) The pay limits for concrete pavements with traffic rails extends to the outside edge or back of the traffic rail. Complete the entire Fast Track Concrete construction process,from the time the Fast Track Work Area is closed to traffic,to the time the Fast Track Work Area is opened to traffic. The Fast Track operation includes,but is not limited to,traffic control,existing pavement and subgrade removal,preparation of subgrade,placement of steel,placement of Fast Track concrete pavement, cure time, striping, etc. Perform work in the Fast Track Work Area in an expeditious manner,within the allowable.time period for any area shown below: Fast Track Work Area . Allowable Duration 1. Max Road/Avalon Manor Intersection: 2 week days maximum . Failure to perform any Fast Track Work Area construction within the above time frames will be cause for the Engineer to require the Contractor to shut down all other construction operations to ensure all resources are directed toward the completion of the Fast Track operation. This shutdown will remain in force until the Fast Track operation is complete. Such.a shutdown will not warrant additional time,time suspension, or any additional costs to.the Department. Unless otherwise directed in writing,provide Class HES concrete with a.minimum average flexural strength of 425 psi or a minimum average compressive strength of 3,000 psi in 16 hours. When directed in writing, open the pavement to traffic before the minimum requirements have been attained. When needed,place and remove,forms in accordance with Section 360.4.5, except do not remove forms until at least 6 hours after concrete has been placed. The time for the form removal may extended with the direction of the Engineer if weather or other conditions make it advisable. Sprinkling and rolling,required for the compaction of the rough subgrade in advance of fine- grading are subsidiary to this Item. Maintenance of a moist condition of the subgrade in advance of fine-grading and concrete is subsidiary work,as provided above. Items 360, 420,and 421: All Concrete Items For the Department's concrete cylinder split samples,transport the test cylinders to the Houston District Laboratory located at 7600 Washington Avenue in Houston, or to the appropriate Area Laboratory,when applicable. Transporting the test cylinders is subsidiary to the various bid items. The approach pavement is paid for under the Item, "Concrete Pavement" Sheet'N General Notes ' . .. . . . 334 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) . Item 400: Excavation and Backfill for Structures Plugging existing pipe culverts is subsidiary to the various bid items. If Recycled Cement Treatment(Type D)is included in the plans,the following additional requirements apply: 1. Use only approved sand, crushed concrete,or salvaged base free from deleterious matter, as aggregate for cement-stabilized backfill 2. Provide crushed concrete or salvaged base backfill material in accordance with the.Item, "Cement Treatment(Plant-Mixed)(Type D)" (base or crushed concrete), except the . recycled Type D material must not contain Reclaimed Asphalt Pavement(RAP). 3. For backfill material below the spring line of pipes,use cement-stabilized sand rather than Recycled Type D backfill material. 4. For the cement-stabilized sand backfill,use a minimum of 7 percent of hydraulic cement based on the dry weight of backfill material. The cement content for the crushed concrete and salvaged base is specified in the Item, "Cement Treatment(Plant-Mixed) (Type D)." 5. Place and compact the stabilized backfill material using a gradation that provides a dense mass without segregating and is impervious to passing of water. Item 416: Drilled Shaft Foundations . Include the cost for furnishing and installing anchor bolts mounted in the drilled shafts in the unit bid price for the various diameter drilled shafts. The Department may test using ultrasonic methods the anchor bolts for overhead sign supports, light standards, and traffic signal poles after they are installed. Replace faulty anchor bolts as directed. Do not weld the anchor bolts. Item 420: .Concrete Substructures Unless otherwise noted, use Class C concrete with an ordinary surface finish for signal, lighting, or sign structure foundations.. . Item 423: Retaining Walls Provide an exposed aggregate surface finish on retaining walls unless otherwise shown on the plans. • Place concrete riprap mow strips for retaining walls as shown on the plans and in accordance with the Item, "Riprap" Use Class B concrete reinforced.with No.4 bars spaced at 18 in. Sheet O General Notes 335 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) • centers each direction and placed 2 in. below the surface. This work is paid for under the Item, "Riprap." Provide and maintain positive drainage away from the earth wall system, including the leveling pad, for the contract duration. Approved Mechanically Stabilized Earth(MSE)Wall Systems are listed at the website below: http://www.dot.state.tx.us/business/contractors_consultants/bridge/msewall.htm Item 432: Riprap If stone riprap is shown on the plans,use common stone riprap in accordance with Section 432.2.3.3,placed dry in accordance with Section 432.3.2.3. Do not grout. Crushed concrete may also be used. Item 450: Railing Add a 3/4-in. longitudinal chamfer to the SSTR railing. Provide a continuous chamfer typically located 6 in. above the final grade. The cost of this is subsidiary to the Item, "Railing." Item 462: Concrete Box Culverts and Drains Item 464: Reinforced Concrete Pipe Concrete collars are subsidiary to the various bid items except for those specified on the plans for stage construction,which are paid for under the Item, "Concrete Substructures"as "Cl C Conc (Collar)." Rubber gaskets are required for concrete pipe joints except for connections of safety'end • . treatments,driveway culverts, and joints between the existing pipes and extensions. Open, install, and backfill each section, or a portion of a section, in the same day at locations requiring pipe culverts under existing roadways. - Place the pipe drains across existing roadways half at a time to allow passage of traffic. No trenches may remain open overnight. Known locations of existing stub-outs are shown on the plans,but these stub-outs may be in a different position or condition. Delays, inconveniences, or additional work required will not be a basis for additional compensation. Provide leave-outs or holes in the proposed storm drain structures and pipes for drainage during . interim construction: This work is subsidiary to the various bid items. The flowline elevations of side road structures are based on the proposed ditches. Field-verify these elevations and adjust them as necessary to meet the field conditions. Before placing these Sheet P General Notes 336 • Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) structures,prepare and submit for approval,the data(revised elevation, alignment, length, etc.) for the adjusted structures. If groundwater is encountered while installing the storm drain system, install a suitable dewatering system to facilitate construction of the storm drains. The costs for materials and labor required to install and maintain this system are subsidiary to the Item, "Reinforced Concrete Pipe." Item 465: Junction Boxes,Manholes,and Inlets. If required on the plans, build manholes and inlets to stage 1 construction, cover with temporary pavement, and complete in a later phase of construction. This temporary covering and pavement are subsidiary to the various bid items. Construct manholes and inlets in graded areas, first to an elevation at least 4 in. above the top of the highest entering pipe and cover with a wooden cover. Complete the construction of such manholes and inlets.to the finished elevation when completing,the grading work for such manholes and inlets. Adjust the final elevation,if required, since this elevation is approximate. Construct manholes and inlets in paved areas to an elevation so their temporary wooden covers are flush with the surface of the base material. Do not leave excavations or trenches open overnight. Items 496: Removing Structures Items'497: Sale of Salvageable Material Assume ownership and remove from the project site, items salvaged from the existing bridge decks and steel beams. Do not permit debris resulting from the structure removal or construction activities to enter a natural or manmade waterway such as drainage channels,rivers, streams, bays, etc. Remove debris which falls into such waterways. This work is subsidiary to the Item, "Removing Structures." Item 502: Barricades, Signs, and Traffic Handling . Use a traffic control plan for handling traffic through the various phases of construction. Follow the phasing sequence unless otherwise agreed upon by the Area Engineer and the Project Manager. Ensure this plan conforms to the latest"Texas Manual on Uniform Traffic Control Devices"and the latest Barricade and Construction(BC) Standard Sheets. The latest versions of Work Zone Standard Sheets WZ(BTS-1) and WZ (BTS-2) are the traffic control plan for the signal installations. Sheet Q General Notes 337 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Submit changes to the traffic control plan to the Area Engineer. Provide a layout showing the construction phasing, signs, striping, and signalizations for changes to the original traffic control plan. Furnish and maintain the barricades and warning signs, including the necessary temporary and portable traffic control devices, during the various phases of construction. Place and construct these barricades and warning signs in accordance with the latest"Texas Manual on Uniform Traffic Control Devices"for typical construction layouts. . Cover work zone signs when work related to the signs is not in progress, or when any hazard related to the signs no longer exists. Keep the delineation devices, signs, and pavement markings clean. This work is subsidiary to the Item, "Barricades, Signs, and Traffic Handling." - If a section is not complete before the end of the workday,pull back the base material to the existing pavement edge on a 6H: 1 V slope. Edge drop-offs during the hours of darkness are not permitted. Cover or remove the permanent signs and construction signs that are incorrect or that do not apply to.the current situation for a particular phase. Do not mount signs on drums or barricades, except those listed in the latest Barricades and Construction standard sheets. Use traffic cones for daytime work only. Replace the cones with plastic drums during nighttime hours. Place positive barriers to protect drop-off conditions greater than 2 ft.within the clear zone that remain overnight. Use shadow vehicles.with Truck Mounted Attenuators (TMA)for lane and shoulder closures. Law enforcement assistance will be required for this project and is expected to be required for r_ major traffic control changes and lane closures. Coordinate with local law enforcement and ' arrange for law enforcement as directed or agreed by the Engineer.. Before payment will be made, complete the"Daily Report on Law.Enforcement Force Account Work" (Form 318), provided by the Department and submit daily invoices that agree with this form for any day during the month in which approved services were provided. Provide full-time, off-duty, uniformed, certified peace officers, as part of traffic control operations. The peace officers must be able to show proof of certification by the Texas Commission on Law Enforcement Officers Standards. The cost of the officers is paid for on a . force account basis. ' General Notes Sheet R 338 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) A minimum of 7 days in advance of any total closure,notify the Houston District Public Information Office of which roadways,ramps, intersections, or lanes will be closed,the dates they will remain closed, and when they will be opened again to traffic. Minimize the number of working days for street closures. The following table lists the maximum number of working days allowed for each street closure. The closure period for each intersection occurs only during the phase when constructing that street, unless otherwise directed. Reopen the street within the number of working days allowed; otherwise the Engineer may cease construction activities not affiliated with reopening the closed street, until it fully reopens to the traveling public. Time charges will not be suspended nor increased to compensate for this occurrence. Street Name Number of Working Days Allowed for Closure Avalon Manor 7 Item 504: Field.Office and Laboratory Furnish one Type A structure for the laboratory. Ensure the windows for the structure have burglar bars. Furnish a Type D structure for the asphalt mix control laboratory for the Engineer's exclusive use. In addition to the requirements of this Item, "Field Office and Laboratory," ensure this structure has a minimum height of 8 ft. Also ensure it has a minimum of 400 sq. ft. of gross floor area suitable for permanently located asphalt plants or 200 sq. ft. for temporarily located asphalt plants serving one project.. Partition the floor area into a minimum of 2 interconnected rooms,and provide each room with an exterior door and a minimum of.2 windows. Construct the floor of sufficient strength to support the testing equipment and.with an impervious covering. Adequately air condition the Type D structure and furnish it with a minimum of one desk,3 chairs, one file cabinet, a telephone, and one built-in equipment-storage cabinet suitable for storing nuclear equipment. Ensure the cabinet is a minimum of 3 ft.wide by 2 ft. deep by 3 ft. high and has a.secure lock., 'Provide the structure with a 240-volt electrical service entrance. Use a licensed electrician to determine the service size and service entrance conductors. Provide a minimum service of four 120-volt circuits with 20 amp breakers, and a maximum of 2 grounded convenience outlets per circuit and a minimum of two 220-volt ovens with vents to the outside. Provide a structure with a minimum of 2 convenience outlets per wall and a utility sink with an adequate, clean potable water supply for testing. Do not use space heaters to heat the structure. Use support blocks for the portable structures,tie them down, and securely attach them to the. ground. . Sheet S General Notes 339 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) If an asphalt mix plant is located at the project site,provide a Type D structure with the dimensions of a Type C structure, at the project site to perform the asphalt mix quality control tests. If a commercial source is used for the asphalt mix,provide a Type D structure with the. dimensions of a Type C structure, at the commercial source site to perform the asphalt mix quality control tests. Equip each lab with a first aid kit and at least a 20 lb.ABC type fire extinguisher. Also equip the labs with an eye wash station. Provide equipment that meets the minimum:OSHA requirements. Provide a fenced enclosure approximately 100 ft. by 200 ft. Provide an appropriate parking area covered with a suitable base material and with a minimum of 2 security lights, one on each end of the lot. Cost of the work and materials to provide the enclosure are subsidiary to the various bid items. Piped in water to the Engineer's building will not be required, but furnish water for curing concrete test specimens. The above requirements are subsidiary to the various bid items. Assume ownership of temporary chain link security fences. Equip each field office with a first aid kit and at least a 20 lb.ABC type fire extinguisher. Item 506: Temporary Erosion, Sedimentation and Environmental Controls A Storm Water Pollution Prevention Plan(SWP3) is required. Since the disturbed area is more than 5 acres,a"Notice of Intent"(NOI) is also required. . Use appropriate measures to prevent,minimize, and control the spill of hazardous materials in the construction staging area. Remove and dispose of materials in compliance with State and Federal laws. . Before starting construction,review with the Engineer the SWP3 used for temporary erosion control as outlined on the plans. Before construction,place the temporary erosion and sedimentation control features,as shown on the SWP3. Schedule the seeding or sodding work as soon as possible. The project schedule provides for a vegetation management plan. After completing earthwork operations, restore and reseed the disturbed areas in accordance with the Department's specifications for permanent or temporary erosion control. Implement temporary and permanent erosion control measures to comply with the National Pollution Discharge Elimination System (NPDES)general permit under the Clean Water Act. Sheet General Notes e T 340 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) • Before starting grading operations and during the project duration,place the temporary or permanent erosion control measures to prevent sediment from leaving the right of way. Item 512: Portable Traffic Barrier Transport Low Profile Concrete Barriers (LPCB)used for traffic handling from the Department stockpile located on the north side of IH 610 at Long Drive. Where required by the Engineer,provide anchor pins.for Type 2 Low Profile Concrete Barriers (LPCB) as shown on the current LPCB standard. Anchor pins are subsidiary to the Low Profile Concrete Barrier. After completing the project,return Low Profile Concrete Barriers (LPCB) used for traffic handling,to the Department stockpile located on the north side of IH 610 at Long Drive. After completing the project,return the associated LPCB connecting hardware to the area office or as directed. If placing the portable traffic barrier on pre-stressed concrete box beams with exposed reinforcing steel,protect the reinforcing steel by supporting the portable traffic barrier on 4 in. by 4 in.timbers. Place the timbers transversely and space them on 4 ft. centers. The cost of the labor and materials to perform this work are subsidiary to the Item, "Portable Traffic Barrier." Item 514: Permanent Concrete Traffic Barrier Add a 3/4-in. longitudinal chamfer to the Single Slope Concrete Barrier(SSCB)railing. Provide a continuous chamfer typically located 6 in. above the final grade. The cost of this is subsidiary to the Item, "Permanent Concrete Traffic Barrier." Item 529: Concrete Curb, Gutter, and Combined Curb and Gutter Item 530: Intersections,Driveways, and Turnouts Item 531: Sidewalks An air-entraining admixture is not required. For concrete curbs, use Grade 7 aggregate conforming to Section 421.2.6 of the Item, "Hydraulic Cement Concrete." For driveways and turnouts, coarse aggregate Grade No. 3 through No. 8 conforming to the gradation requirements specified in the Item,"Hydraulic Cement Concrete"will be permitted. For reinforcing steel in sidewalks and pedestrian ramps,use No. 4 bars at a maximum 18 in. spacing center-to-center in both directions. Sheet U General Notes 341 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Item 540: Metal Beam Guard Fence Painting the timber posts is not required. Use timber posts for galvanized steel metal beam guard fence, except for anchorage at turned down ends. Furnish and install wood blocks between the rail elements and the timber posts as detailed on the plans. These block-outs are subsidiary to this bid Item. The quantity of the metal beam guard fence is subject to change. Provide a mow strip as shown on the plans, at metal beam guard fence locations, including any guardrail end treatments. Galvanize the rail elements supplied for this project by using a Type II Zinc Coating. Item 542: Removing Metal Beam Guard Fence Replace removed wood posts which are unusable because of damage by the Contractor, at no f _ expense to the Department. Item 556: Pipe Underdrains Do not use crushed blast furnace slag. Lay the underdrain pipe on a slope to insure proper drainage: Tie the under drain pipe into the inlets as shown on the plans. If filter material is processed gravel,use the following material requirements: Square Sieve Percent Retained 1/2 in. 0 . . No. 4 10 - 35 No. 40 55 - 85 If filter material is approved concrete sand,use the following material requirements: Square Sieve Percent Retained 5/8 in. 0 No. 4 0 -40 No. 40 40- 90 No. 100 90- 100 General Notes Sheet V 342 Sheet County: Brazoria Control: 0912-31-273 Highway:. Max Road(CR 108) Item 585: Ride Quality for Pavement Surfaces To eliminate the need for corrective action due to excessive deviations in the final surface layers, exercise caution to ensure satisfactory profile results in the intermediate paving layers (mixture). Milling will not be allowed as a corrective action for excessive deviations in the final surface layer of hot-mix asphalt. For Jointed Reinforced Concrete Pavement(JRCP),use Surface Test Type A. For all other roads (cross streets and intersections), use Surface Test Type A. Item 618: Conduit Item 620: Electrical Conductors Item 628: Electrical Services If the specifications for electrical items require UL-listed products,this means UL-listed or CSA- listed. Item 618: Conduit When backfilling bore pits, ensure that the conduit is not damaged during installation or due to settling backfill material. Compact select backfill in 3 equal lifts to the bottom of the conduit; or if using sand,place it 2 in. above the conduit ,Ensure backfill density is equal to that of the existing soil. Prevent material from entering the conduit. Construct bore pits a minimum of 5 ft. from the edge of the base or pavement. Close the bore pit holes overnight. Unless otherwise shown on the plans, install underground conduit a minimum of 24 in. deep. Install the conduit in accordance with the latest National Electrical Code (NEC) and applicable Department standard sheets. Place conduit under driveways or roadways a minimum of 24 in. below the pavement surface: If using casing to place bored conduit,the casing is subsidiary to the conduit. If placing the conduit under existing pavement to reach the service poles,bore the conduit in place and extend it a minimum distance of 5 ft. beyond the edge of shoulder or the back of curb. Item 620: Electrical Conductors Test each wire of each cable or conductor after installation. Incomplete circuits or damage to the wire or the.cable are cause for immediate rejection of the entire cable being tested. Remove and replace the entire cable at no expense to the Department. Also test the replacement cable after. installation. General Notes Sheet W 343 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road (CR 108) When pulling cables or conductors through the conduit, do not exceed the manufacturer's recommended pulling tensions. Lubricate the cables or conductors with a lubricant recommended by the cable manufacturer. For both transformer and shoe-base type illumination poles,provide double-pole breakaway fuse holders as shown on the Department's Construction Division(CST)material.producers list.. Check the latest link on the Department website for this list. The category is"Roadway Illumination and Electrical Supplies." The fuse holder is shown on the list under Items 610 and 620. Provide 10 Amp time delay fuses. Ensure that circuits test clear of faults, grounds, and open circuits. Split bolt connectors are allowed only for splices on the grounding conductors. For Roadside Flashing Beacon Assemblies(Item 685)and Pedestal Pole Assemblies (Item 687) within the project,provide single-pole breakaway disconnects as shown on the Construction Division (CST)material producers list. Check the latest link on the Department website for this list. The category is "Roadway Illumination and.Electrical Supplies." The fuse holder is shown on the list under Item 685. For underground(hot)conductors, install a breakaway connector with a dummy fuse (slug). Provide dummy fuse (slug). For grounded (neutral) conductors, install a breakaway connector with a white colored marking and a permanently installed dummy fuse(slug). For electrical licensing and electrical certification requirements for this project, see Item 7 of the Standard Specifications and any applicable special provisions to Item 7.. Item 624: Ground Boxes The ground box locations are approximate. Alternate ground box locations may be used as directed,to avoid placing in sidewalks or driveways. Ground metal ground box covers. Bond the ground box cover and ground conductors to a ground rod located in the ground box and to the system ground. Ground the existing metal ground box covers as shown on the latest standard sheet ED (4)-14. . During construction and until project completion,provide personnel and equipment necessary to remove ground box lids for inspection. Provide this assistance within 24 hours of notification. Construct concrete aprons in accordance with the latest standard sheet ED (4)-14. Make the depth of the concrete apron the same as the depth of the ground box, except for Type 1 and Type 2 ground boxes. For Type 1 or Type 2 ground boxes, construct the concrete apron in accordance with details shown on the."Ground Box Details Installations"standard. . Sheet X General Notes 344 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Item.628: Electrical Services Verify and coordinate the electrical service location with the engineering section of the appropriate utility district or company. Identify the electrical service pole with an address number assigned by the Utility Service Provider. Provide 2-in.numerals visible from the highway. Provide numbers cut out aluminum figures nailed to wood poles or painted figures on steel poles or service cabinets. Item 636: Signs Furnish and install signs shown on the traffic signal "Summary of Traffic Signal Materials" sheet. Ensure that the legend on these sign panels is in accordance with the latest"Standard Highway Sign Designs for Texas"manual. For design details not shown on the plans,provide signs and.arrows conforming to the latest "Standard Highway Sign Designs for Texas"manual. Item 644: Small Roadside Sign Assemblies Sign locations shown on the plans are approximate. Before placing them, obtain approval of and then stake the exact locations for these signs. Use the Texas Universal Triangular Slip Base with the concrete foundation for small ground mounted signs,unless otherwise shown in the plans. Remove existing street name signs from existing stop signs and re-install them above the new stop signs. Removing and re-installing existing street name signs is subsidiary to the Item, "Small Roadside Sign Assemblies." When design details are not shown on the plans,provide signs and arrows conforming to the latest"Standard Highway Sign Designs for Texas"manual. Use Type E Super High Specific Intensity(Fluorescent Prismatic) yellow green reflective sheeting background to fabricate school signs (S1-1, S3-1, S4-3, S5-1, W16-2, SW16-9p, and S W 16-7pL(R)). Assume ownership of the removed existing signs. Locations of the relocated signs are approximate. Before placing them, obtain approval of and then stake the exact locations for these signs. Replace existing signs that become damaged during relocation at no expense to the Department. Item 656: Foundations for.Traffic Control Devices Using ready mix concrete for sign foundations is optional. General Notes Sheet Y 345 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Item 662: Work Zone Pavement Markings At the end of each workday, mark roadways that remain open to traffic during construction operations with standard pavement markings, in accordance with the latest"Texas Manual on Uniform Traffic Control Devices." Using raised markers for removable work zone pavement markings on final concrete surfaces is optional. Do not use raised pavement markers as optional work zone pavement markings on final asphalt surfaces. For transition lane lines and detour lane lines, use raised pavement markers as shown for solid lines on the latest Barricade and Construction standard sheet for"Work Zone Pavement Marking Details." Item 672: Raised Pavement Markers If other operations are complete on the project and if the curing time period is not yet elapsed, the contract time will be suspended until the curing is done. Before placing the raised pavement markers on concrete pavement, blast clean the surface using an abrasive-blasting medium. This work is subsidiary to the Item, "Raised Pavement Markers." Provide epoxy adhesive that is machine-mixed or nozzle-mixed and dispensed. Equip the machine or nozzle with a mechanism to ensure positive mix measurement control. Item 677: Eliminating Existing Pavement Markings and Markers Remove existing pavement markings on concrete or asphalt surfaces by flail milling or as directed. Item.678: Pavement Surface Preparation for Markings Do not blast clean asphalt concrete pavement. Clean asphalt concrete pavement as required under the applicable specifications or as directed. On new concrete pavement or on existing concrete pavement when placing a new stripe on a new location,remove the curing compounds and contamination from the pavement surface by flail milling or as directed. In addition, air-blast the surface with compressed air just before placing the new stripe. On existing concrete pavement when placing a new stripe on an existing location, after removing • . the existing stripe under the Item, "Eliminating Existing Pavement Markings and Markers,"air blast the surface with compressed air just before placing the new stripe. General Notes Sheet Z 346. Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Do not clean concrete pavement by grinding. Item 680: Highway Traffic Signals Clearly mark or highlight on the shop drawings the items being furnished for this project. Furnish labor,tools, equipment, and materials as shown on the plans and specifications for a complete and operating signal installation. Furnish the type of controller cabinet specified on the plans. Refer to the table shown in the Departmental Material Specifications (DMS-11170,Fully Actuated, Solid-State Traffic Signal Controller.Assembly), Section 11170.6.K, Type 4 cabinet,page 25 of 39,regarding the size of the cabinet,back panel configuration, and the size of the load bay. Use the following website to view this specification: http://www.txdot.gov/business/resources/dms.html Complete traffic signal construction work, including correcting discrepancies shown on the Department inspector's "Traffic Signal Installation Inspection Report"before the beginning of the test period. Provide a full-time qualified traffic signal technician responsible for installing,maintaining, or replacing traffic signal devices. Staking in the field is subject to approval. Make adjustments in project construction, if needed, due to conflicts with underground utilities. Do not aim the luminaire arms mounted on traffic signal poles into the intersection. Aim each arm perpendicular to the centerline of the roadway it is intended to cover,to develop the proper illumination pattern for the intersection. Allow the electrical work to be inspected by the City. Complying with the provisions and requirements of the.City electrical ordinance is not required. Such inspection does not make the City a party to this contract. Provide continuous conductors without splices from signal controller to signal heads. Route the conductors for luminaires to the service enclosure. Provide continuous conductors without splices from signal controller to signal heads. Route the conductors for luminaires to the service enclosure. Splices or attachments to the terminal block in the access compartment of the mast arm pole are not permitted except for the luminaire cable. Abrasions to the conductor insulation caused while pulling cable for the traffic signal system are cause for immediate rejection. Remove and replace the entire damaged cable at no expense to the Department. General Notes Sheet AA 347. Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) When pulling cables or conductors through conduit, do not exceed the manufacturer's recommended pulling tensions. Lubricate the cables or conductors with a lubricant as recommended by the cable manufacturer. Bond the controller housing, signal poles, conduit; and spans to a minimum No. 6 AWG stranded copper conductor. An equipment grounding conductor is required in every conduit to form a continuous grounding system. Effectively connect the grounding system to ground rods or concrete encased grounding electrodes as indicated in the plans. Wrap signal heads with dark plastic or suitable material to conceal the signal faces from the time of installation until placing into operation. Do not use burlap. Furnish signal heads from the same manufacturer. Use Type C High Specific Intensity grade sheeting for signs mounted under or adjacent to the signal heads. Furnish and attach compression type connectors. Install the connectors with a compression mechanical release hand-crimping tool to each individual conductor before making connections to the terminal strips. The Contractor may use ready mix concrete: Apply membrane curing on concrete work in accordance with Section 420.4.10.3, "Membrane Curing. The standard 4.5-in. galvanized pipe type poles,except the breakaway type, are subject only to the Engineer's inspection for their acceptance. Mill test reports or documentation will not be required. Item 682: Vehicle and Pedestrian Signal Heads Install two set screws on vehicle signal head mounting hardware fittings. Item 686: Traffic Signal Pole Assemblies (Steel) For a steel mast arm or steel strain pole assembly,hold the anchor bolts and conduits rigidly in place with a welded steel template. Leave a minimum of one full diameter thread exposed on each anchor bolt securing a signal pole. Set the anchor bolts for the steel strain poles so that two are in compression and two are in tension. Use a Texas Cone Penetrometer reading of 10. The drilled shaft length is from the surface _ elevation to the bottom of the drilled shaft. Provide an additional length of the pole foundation Sheet BB General Notes 348 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) from the surface level to the roadway level, if required for unusual locations. Provide the drilled shaft depth regardless of the length of the pole foundation. The pole foundation depth from the surface level to the roadway level is a maximum of 4 ft., or as approved. Locate mast arm pole assemblies a minimum of 4 ft. from the roadway curb or pavement edge. Place steel strain poles at a 10 ft. desirable minimum distance from the roadway curb or pavement edge. After the traffic signal pole assembly is plumb and the nuts are tight,tack-weld each anchor bolt nut in two places to its washer. Tack-weld each washer to the base plate in two places. Do not weld components to the bolt. Perform tack-welding in accordance with the Item, "Steel Structures." After tack-welding, repair galvanizing damage on bolts,nuts, and washers in accordance with Section 445.3.5, "Repairs." The Department may test the anchor bolts using ultrasonic methods for traffic signal poles after they are installed. Replace faulty anchor bolts as directed. Do not weld the anchor bolts. Item 687: Pedestal Pole Assemblies Furnish and install screw-in anchor foundations in accordance with Special Specification Item, "Screw-In Anchor Type Foundations." The work performed and materials furnished in accordance with this Item are subsidiary to the Item, "Pedestal Pole Assemblies." Item 688: Pedestrian Detectors and Vehicle Loop Detectors Provide pedestrian push buttons a minimum of 2 in. diameter in the smallest dimension. Install a rubber grommet or bushing between the push button assembly and the signal pole to protect the conductors. Provide a black tube loop detector wire as specified in the "International Municipal Signal Association, Inc."(IMSA) Specification No. 51-7, 1997. At intersections where a minimum of 10 ft. spacing between adjacent accessible pedestrian signal units is not possible,provide each accessible pedestrian pushbutton with the following features: a pushbutton locator tone, a tactile arrow, a speech walk message for the walking person indication and a speech pushbutton information message. Provide pedestrian pushbuttons a minimum of 2 in. diameter in the smallest dimension. Install a rubber grommet or bushing between the push button assembly and:the signal pole to protect the conductors. i - Sheet CC General Notes 349 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Item 6002: Video Imaging Vehicle Detection System Furnish the cable to operate the Video Imaging Vehicle Detection System (VIVDS) in. accordance with the manufacturer's recommendations or purchase it from the same manufacturer as the VIVDS equipment. Supply VIVDS equipment that can process up to a maximum of 6 camera inputs per intersection. Additional equipment to accommodate up to 6 camera inputs is subsidiary to the various bid items. No extra compensation will be allowed for additional equipment needed to make the VIVDS equipment fully operational under this Item. Supply a laptop computer and a video monitor as described in this Special Specification Item. Detector zone videotaping for this project will not be required. Special Specification 6002 Video Imaging Vehicle Detection.System Requirements Specification Not State Items Description Required Required Supplied 1 VIVDS Configuration X Cameras,Connectors and Mounting Hardware X VIVDS Processor Unit X Field Setup Computer(1 Required)(Laptop) X Field Setup Video Monitor(1 EA.Controller) X Field Communications Link X 3 Functional Capabilities System Software X 4_ Vehicle Detection Detection Zone Video Taping X 5 VIVDS Processor Unit Provide both TS1 and TS2 Interfaces X 12 Volt/5 Amp Power Supply X 6 Camera Assembly Camera Interface Panel X 7 Field Communications Link Lightning and Transient Surge Suppression Devices X 9 Temporary Use and Retesting X 10 Operation from Central Control X General Notes ' Sheet DD 350 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road(CR 108) Telephone Interconnect X ISDN Interconnect X 11 Installation and Training X Other items not specifically listed in this table are required. When shown in the plans,remove and deliver temporary VIVDS equipment to the Department's Signal Shop, 6810 Old Katy Rd., Houston, Texas, or as directed. Item 6004: Communication Cable Jelly-fill each end of the communications cable that is exposed to elements during storage or after installing. Ensure each communication cable run is continuous without splices from controller to controller. Assume responsibility for the signal carrying capability and performance of the cable. Install each wire with a lightning protection device unless otherwise noted. Ground the cable in accordance with the manufacturer's recommendation. Item 6053: Shifting or Removing Existing Overhead Signs Item 7017: Sanitary Sewer Provide a record of the locations of stacks, stubs, etc.to the owner of the sanitary sewer facility. Maintain a 12-in.minimum vertical clearance at crossings between the sanitary sewers and culverts,unless otherwise noted. Item 7049: Water Mains Construct water mains with Class A concrete in accordance with the.Item, "Hydraulic Cement Concrete." This work is subsidiary to this bid Item. Assume ownership of removed fire hydrants,valves, and boxes. Cutting and plugging tees, if called for on the plans, are subsidiary to the Item, "Remove Existing Fire Hydrant." Install only new fire hydrants,valves, and boxes conforming to the requirements of this specification. Install fire hydrants,valves, and boxes in accordance with the requirements of Section 3.13 of this specification. Provide valves that open in a clockwise direction only. General Notes Sheet EE 351 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road (CR 108) Basis of Estimate Item Description Limit and Rate Unit 134 Backfilling Pavement Edges STA • Asphalt Emulsion 0.25 Gal./Sq. Yd. 150 Blading 1 Hr./Station HR 247 Flexible Base TON • Crushed Stone 138 Lb./Cu.Ft. 260 Lime Treatment(Road-Mixed) SY For materials used as subgrade * • Lime(HYD, COM, or QK)(SLRY) or 6%by weight based on TON QK(DRY) 100 Lb./Cu. Ft. subgrade 263 Lime Treatment(Plant-Mixed) TON • Hydrated Lime 3 %by weight of flexible base 275 Cement Treatment(Road-Mixed) SY• For materials used as subgrade * • Cement 6 %by weight based on TON 100 Lb./Cu.Ft. subgrade 292 Asphalt Treatment(Plant-Mixed) 110 Lb. /Sq. Yd.-In. TON • Asphalt 5 %by weight • Aggregate 95%by weight 310 Prime Coat 0.25 Gal./Sq. Yd. GAL 316 Seal Coat • • Asphalt 0.40 Gal./Sq. Yd. GAL • Aggregate 1/100 Cu. Yd./Sq. Yd. CY A-R Binder • Asphalt(Rubber) 0.55 Gal/Sq. Yd. GAL • Aggregate 1/100 Cu. Yd./Sq. Yd. CY 340 Dense-Graded Hot Mix Asphalt(Small 110 Lb./Sq. Yd.-In. TON Quantity) • • Asphalt 6%o by weight • Aggregate 94 %by weight 341 Dense-Graded Hot Mix Asphalt 110 Lb./Sq. Yd.-In. TON • Asphalt 6%by weight • Aggregate, 94 %by weight Sheet FF General Notes 352 Sheet County: Brazoria Control: 0912-31-273 Highway: Max Road (CR 108) Item Description Limit and Rate Unit 342 Permeable Friction Course (PG-Binder) 95 Lb./Sq. Yd.-In. TON • Asphalt 6.5 %by weight • Aggregate 93.5 %by weight Permeable Friction Course (A-R Binder) 95 Lb./Sq. Yd.-In. TON • Asphalt 8 %by weight • Aggregate 92 %by weight 344 Superpave Mixtures 100 Lb./Sq. Yd./In. TON • Asphalt 8 %by weight • Aggregate 92%by weight * If used in existing roadway base, rate will be determined on a case by case basis. • Sheet GG General Notes 353 This page intentionally left blank. • 354 CITY OF PEARLAND Project No. TR1205 LGPP ELECTRICAL REQUIREMENTS Section 01040-T LGPP ELECTRICAL REQUIREMENTS 1. ELECTRICAL REQUIREMENTS 1.1. Definitions. 1.1.1. Electrical Work.Electrical work is work performed for: • Item 610,"Roadway Illumination Assemblies," ■ Item 614,"High Mast Illumination Assemblies," • Item 616,"Performance Testing of Lighting Systems," • Item 617,"Temporary Roadway Illumination," • Item 618,"Conduit," • Item 620,"Electrical Conductors," • Item 621,"Tray Cable," • Item 622,"Duct Cable," • Item 628,"Electrical Services," ■ Item 680,"Highway Traffic Signals," • Item 681,"Temporary Traffic Signals," IN Item 684,"Traffic Signal Cables," • Item 685,"Roadside Flashing Beacon Assemblies," ■ other items that involve either the distribution of electrical power greater than 50 volts or the installation of conduit and duct banks, ■ the installation of conduit and wiring associated with Item 624,"Ground Boxes,"and Item 656,"Foundations for Traffic Control Devices,"and. • the installation of the conduit system for communication and fiber optic cable. Electrical work does not include the installation of communications or fiber optic cable,or the connections for low voltage and inherently power limited circuits such as electronic or communications equipment.Assembly and placement of poles,structures,cabinets,enclosures, . manholes,or other hardware will not be considered electrical work as long as no wiring,wiring connections,or conduit work is done at the time of assembly and placement. 1.1.2. Specialized Electrical Work. Specialized electrical work is work that includes the electrical service and feeders,sub-feeders,branch circuits,controls,raceways,and enclosures for the following: . ■ pump stations, • moveable bridges, • ferry slips, • motor control centers, • facilities required under Item 504,"Field Office and Laboratory," ■ rest area or other public buildings, • weigh-in-motion stations, • electrical services larger than 200 amps, • electrical services with main or branch circuit breaker sizes not shown in the Contract,and • any 3-phase electrical power. 3-2016 01040-T 1 of 2 355 CITY OFPEARLAND Project No.TR1205 LGPP ELECTRICAL REQUIREMENTS 1.1.3. Certified Person.A certified person is a person who has passed the test from the TxDOT course TRF450,"TxDOT Roadway Illumination and Electrical Installations,"or other courses as approved by the Owner. Submit a current and valid certification upon request. 1.1.4. Licensed Electrician.A licensed electrician is a person with a current and valid unrestricted master electrical license,or unrestricted journeyman electrical license that is supervised or directed by an unrestricted master electrician.An unrestricted master electrician need not be on the work locations at all times electrical.work is being done,but the unrestricted master electrician must approve work performed by the unrestricted journeyman.Licensed electrician requirements by city ordinances do not apply to on state system work. The unrestricted journeyman and unrestricted master electrical licenses must be issued by the. Texas Department of Licensing and Regulation or by a city in Texas with a population of 50,000 or greater that issues licenses based on passing a written test and demonstrating experience. The Engineer may accept other states'electrical licenses.Submit documentation of the requirements for obtaining that license.Acceptance of the license will be based on sufficient evidence that the license was issued based on: ■ passing a test based on the NEC similar to that used by Texas licensing officials,and ■ sufficient electrical experience commensurate with general standards for an unrestricted master and unrestricted journeyman electrician in the State of Texas. 1.2. Work Requirements.The qualifications required to perform electrical work and specialized electrical work are listed in Table 2. Table 2 Work Requirements Type of Work Qualifications to Perform Work • Licensed electrician,certified person,or Electrical work with plans workers directly supervised by a licensed electrician or certified person Electrical work without plans Licensed electrician or workers directly supervised by a licensed electrician Specialized electrical work Licensed electrician or workers directly supervised by a licensed electrician Replace lamps,starting aids,and changing Licensed electrician,certified person,or fixtures workers directly supervised by a licensed electrician or certified person Conduit in precast section with approved Inspection by licensed electrician or working drawings certified person Conduit in cast-in-place section Inspection by licensed electrician or certified person All other electrical work(troubleshooting, Licensed electrician or workers directly repairs,component replacement,etc.) supervised by a licensed electrician A licensed electrician must be physically present during all electrical work when Table 2 states that workers are to be directly supervised by a licensed electrician or certified person. A non-certified person may install conduit in cast-in-place concrete sections if the work is verified by a certified person before concrete placement. When the plans specify IMSA certification,the requirements of Table 2 will still apply to the installation of the conduit,ground boxes,electrical services,pole grounding,and electrical conductors installed under Item 620,"Electrical Conductors." 3-2016 01040-T 2 of 2 356 CITY OF PEARLAND Project No. TR1205 LGPP CONTROL OF MATERIALS Section 01050-T LGPP CONTROL OF MATERIALS 1. SOURCE CONTROL Use only materials that meet Contract requirements.Unless otherwise specified or approved,use new materials for the work.Secure the Engineer's approval of the proposed source of materials to be used before their delivery.Materials can be approved at a supply source or staging area but may be reinspected in accordance with Article 6.4.,"Sampling,Testing,and Inspection." 1.1. Buy America.Comply with the latest provisions of Buy America as listed at 23 CFR 635.410. Use steel or iron materials manufactured in the United States except when: • the cost of materials,including delivery,does not exceed 0.1%of the total Contract cost or $2,500,whichever is greater; • the Contract contains a replacement alternate item for a foreign source steel or iron product and the Contract is awarded based on the replacement alternate item;or • the materials are temporarily installed. Provide a notarized original of the TxDOT FORM D-9-USA-1 (or equivalent)with the proper attachments for verification of compliance. Manufacturing is any process that modifies the chemical content,physical shape or size,or final finish of a product.Manufacturing begins with initial melting and mixing and continues through fabrication(cutting,drilling,welding,bending,etc.)and coating(paint,galvanizing,epoxy,etc.). 1.2. Convict Produced Materials. Materials produced by convict labor may only be incorporated in the work if such materials have been: • produced by convicts who are on parole,supervised release,or probation from prison;or • produced in a qualified prison facility. A"qualified prison facility"means any prison facility in which convicts,during the 12-month period ending July 1, 1987,produced materials for use in federal-aid highway construction projects. 2. MANUFACTURER WARRANTIES Transfer to the Owner warranties and guarantees required by the Contract or received as part of normal trade practice. 3. RECYCLED MATERIALS The Owner will not allow hazardous wastes,as defined in 30 TAC 335,proposed for recycling to be used on the project.Use nonhazardous recyclable materials(NRMs)only if the specification for the item does not disallow or restrict use.Determine if NRMs are regulated under 30 TAC 312, 330,332,334,or 335,and comply with all general prohibitions and requirements.Use NRMs in accordance with DMS-11000,"Evaluating and Using Nonhazardous Recyclable Materials Guidelines,"and furnish all documentation required by that specification. 3-2016 01050-T 1 of 3 357 CITY OF PEARLAND Project No. TR1205 LGPP CONTROL OF MATERIALS 4. HAZARDOUS MATERIALS Use materials that are free of hazardous materials as defined in Section 00110-T,Abbreviations and Definitions. Notify the Engineer immediately when a visual observation or odor indicates that materials in required material sources or on sites owned or controlled by the owner may contain hazardous materials.Except when the contract includes bid items for the contractor to remove hazardous materials, the Engineer is responsible for testing and removing or disposing of hazardous materials not introduced by the Contractor on sites owned or controlled by the Owner as indicated below. The plans will indicate locations where paint on steel is suspected to contain hazardous materials and where regulated asbestos containing materials have been found.The Engineer may suspend work wholly or in part during the testing,removal,or disposition of hazardous materials on sites owned or controlled by the Owner,except in the case of when the contract includes removing and disposing of hazardous materials. When a visual observation or odor indicates that materials delivered to the work locations by the Contractor may contain hazardous materials,have an approved commercial laboratory test the materials for contamination.Remove,remediate,and dispose of any of these materials found to be contaminated.Testing,removal,and disposition of hazardous materials introduced onto the work locations by the Contractor will be at the Contractor's expense.Working day charges will not be suspended and extensions of working days will not be granted for activities related to handling hazardous material delivered by the Contractor. 4.1. Painted Steel Requirements.Paint containing hazardous materials will be removed as shown on the plans. 4.1.1. Paint Removed by Third Party.The Owner may provide a third party to remove paint containing hazardous materials where paint must be removed to perform work or to allow dismantling of the steel. 4.1.2. Paint Removed by the Contractor.This work may only be performed by a firm or company with one of the following certifications: • SSPC-QP2 certification for lead painting operations,or • Certified Lead Firm by the Texas Department of State Health Services. Maintain certification for the duration of the work.Provide copies of audits or certification if requested. Comply with worker and public safety regulations,including,but not limited to,OSHA 29 CFR Parts 1910.1025, 1926.62,and 1926.63.Monitor permissible exposure limits in accordance with OSHA requirements. Remove paint containing hazardous materials from designated areas shown on the plans or as directed.Comply with access-limitations shown on the plans. Provide power hand tools,equipped with high-efficiency particulate air filter vacuums to mechanically remove paint. Contain,collect,store,transport,and dispose of all waste generated by cleaning operation in accordance with local,state,and federal requirements including 40 CFR 302.Properly characterize and dispose of all wastes.Manage any hazardous wastes in accordance with 3-2016 01050-T 2 of CITY OF PEARLAND Project No. TR1205 LGPP CONTROL OF MATERIALS regulatory requirements and dispose in a facility authorized to accept such wastes.Provide copies of disposal manifests. The work performed,materials furnished,equipment,labor,tools,and incidentals will be paid for ' in accordance with Item 446,"Field Cleaning and Painting Steel." 4.2. Removal and Disposal of Painted.Steel.Painted steel will be disposed of at.a steel recycling or. smelting facility unless otherwise shown on the plans.If the paint contains hazardous materials, maintain and make,available to the Engineer invoices,and other records obtained from the facility showing the received weight of the steel and the facility name. For steel that is dismantled by unbolting,no paint stripping will be required.Use care to not damage existing paint.When dismantling is performed using flame or saw-cutting methods to remove steel elements coated with paint containing hazardous materials,the plans will show stripping locations. The work provided,materials furnished,equipment,labor,tools,and incidentals will be paid for in accordance with Item 496,"Removing Structures,"and Item 497,"Sale of Salvagable Material." 4.3. Asbestos Requirements.The plans will indicate locations or elements where asbestos containing materials(ACM)have been found.At locations where previously unknown ACM has been found, the Owner will arrange for abatement by a third party.For work at these locations,notify the Engineer of proposed dates pf demolition or removal of structural elements with ACM at least 60 days before work is to begin to allow the Owner enough time to abate the asbestos. 4.4. Work Performed by a Third Party.When the work for removal of paint or asbestos abatement is to be provided by a third party,coordinate and cooperate with the third party and the Owner. Continue other work detailed on the plans not directly involved in the paint removal or asbestos abatement work.Provide notice to the Owner regarding the progress of the work to allow the Owner enough time to schedule the third party work. . 5. SURPLUS MATERIALS Offer the Owner the right of first refusal on any surpus materials.Otherwise,take ownership of surplus materials unless otherwise shown on the plans or as directed by the Engineer.'Remove and dispose of materials in accordance with federal,state,and local regulations.If requested,provide an appropriate level of documentation to verify proper disposal.When materials are disposed of on private property,provide written authorization from the property owner for the use of the property for this purpose upon request. 3-2016 01050-T 3 of 9 CITY OF PEARLAND SUMMARY OF WORK Section 01100 SUMMARY OF WORK 1.0 GENERAL 1.01 SECTION INCLUDES A A summary of the Work to be performed under this Contract, work by Owner, Owner furnished products, Work sequence, future Work, Contractor's use of Premises, and Owner occupancy. 1.02 WORK COVERED BY CONTRACT DOCUMENTS A Work of the Contract is for the construction of: Max Road from FM 518 to W. Cliff Stone Road, widening to 4-lane boulevard section with storm sewer. CONSTRUCTION OF ROAD CONSISTING OF GRADING, CONCRETE PAVEMENT, ASPHALT PAVEMENT, STABILIZED BASE, LIME HYDRATED SUBGRADE, BRIDGE, TRAFFIC CONTROLS, STORM SEWER, SIGNING, PAVEMENT MARKINGS, WATER MAIN, UTILITY RELOCATING, SIDEWALKS, CURB RAMPS AND BLOCK SODDING. 1.03 WORK BY OWNER A The Owner shall not perform any work under this Contract. 1.04 OWNER FURNISHED PRODUCTS A There are no Owner furnished products under this Contract. 1.05 WORK SEQUENCE A See plans for sequence of work. B Contractor to submit project schedule to Engineer & Owner for approval as specified in Section 01350—Submittals. C Contractor shall coordinate the Work,with the Engineer and Owner as specified in Section 01310 =Coordination and Meetings. 1.06' FUTURE WORK A There is no future work planned under this Contract. 1.07 CONTRACTOR'S USE OF PREMISES A Comply with procedures for access to the site and Contractor's use of rights-of- way as specified in Section 01140-Contractor's Use of Premises. 08/2016 0.1100- 1 of 2 360 CITY OF PEARLAND . SUMMARY OF WORK B Contractor shall be responsible for all utilities required for construction. 1.08 OWNER OCCUPANCY • A Cooperate with the Owner to minimize conflict, and to facilitate the Owner's operations. Coordinate Contractor's activities with Engineer. B , Schedule Work to accommodate this requirement. 2.0 PRODUCTS -Not Used 3.0 EXECUTION-NotUsed END OF SECTION 08/2016 ,01100-2 of 2 361 CITY.OF PEARLAND ' Project No. TR1205 CONTRACTOR'S USE OF PREMISES Section 01140 CONTRACTOR'S USE OF PREMISES 1.0 GENERAL 1.01 SECTION INCLUDES A General use of the Project Site including properties inside and outside of the limits of construction, work affecting roads, ramps, streets and driveways and notification to. adjacent occupants. B References to Technical Specifications: 1 Section 01350— Submittals 2 Section 01730—Cutting&Patching 3 Section 01555—Traffic Control&Regulation 4 Section 01562—Waste Material Disposal 5 Section 01720—Field Surveying 6 Section 02980—Pavement Repair 7 Section 02770—Curbs, Curb&Gutter,&Headers. 8 Section 02255—Bedding,Backfill,&Embankment Materials 9 Section 02922—Sodding 10 Section 02921 —Hydromulch Seeding 1.02 SUBMITTALS A Make Submittals required by this-Section under the provisions of Section 01350 — Submittals. 1.03 LIMITS OF CONSTRUCTION A Confine access,operations, and storage areas to limits of construction as shown on the Plans provided by Owner as stipulated in.Section 00700 — General Conditions of Agreement;trespassing on abutting lands or other lands in the area is not allowed. B Contractor may make arrangements,at Contractor's cost,for temporary use of private properties, in which case Contractor and Contractor's surety shall indemnify and hold harmless the Owner against claims or demands arising from such use of properties outside of the limits of construction.. 1. Improvements to private properties made for the Contractor's use must be removed upon completion of the Work. a. No fill material maybe placed in temporary work areas or on adjacent private properties without the written permission of the Engineer or the issuance of a Fill Permit by the City of Pearland or other governing entity. C Restrict total length which materials may be distributed along the route of the construction at any one time to 1,000 linear feet unless otherwise approved by Engineer. 02/2008 01140- 1 of 4 362 CITY OF PEARLAND Project No. TR1205 CONTRACTOR'S USE OF PREMISES 1.04 PROPERTIES OUTSIDE OF LIMITS OF CONSTRUCTION A Altering the condition of properties adjacent to and along the limits of construction will not be permitted unless authorized by,the Engineer and property owner(s). B Means,methods,techniques,sequences,or procedures which will result in damage to properties or improvements in the vicinity outside of the limits of construction will not be permitted. C Any damage to properties outside of the. limits of construction shall be repaired or replaced to the satisfaction of the Engineer and at no cost to the Owner. D Contractor shall protect or replace all property corners,monuments or other demarcations disturbed,damaged or lost as a result of his activities. The replacement of these devices shall be properly documented to the satisfaction of the City by a Registered Public Land Surveyor with copies delivered to the Owner or private property owner. 1.05 USE OF SITE A Obtain approvals of governing authorities prior to impeding or closing public roads or streets. Do not close consecutive intersections simultaneously. B Notify Engineer 48 hours prior to closing a street or a street crossing. Permits for street closures are required in advance and are the responsibility of the Contractor. C Maintain access for emergency vehicles including access to fire hydrants. D Avoid obstructing drainage ditches or inlets; when obstruction is unavoidable due to requirements of the Work, provide grading and temporary drainage structures to maintain unimpeded flow. E Locate and protect private lawn sprinkler systems which may exist on rights-of-ways within the Project Site. Repair or replace damaged systems to condition equal to or better than that existing at start of the Work. F When required by the Work, cutting, patching, and fitting of Work to existing facilities,accommodating installation or connection of Work with existing facilities, or uncovering Work for access, inspection, or testing shall be performed in accordance with Section 01730—Cutting&Patching. G Fires are not permitted on the Project Site. 1.06 NOTIFICATION TO ADJACENT OCCUPANTS A Notify individual occupants in areas to be affected by the Work of the proposed construction and time schedule. Notification shall be 24 hours, 72 hours and 2 weeks prior to work being performed within 200,feet of the homes or businesses. 02/2008 01140-2 of 4 363 CITY OF PEARLAND Project No. TR1205 CONTRACTOR'S USE OF PREMISES B Include in notification names and telephone numbers of two representatives for . , resident contact,who will be available on 24-hour call. Include precautions which will be taken to protect private property and identify potential access or utility inconvenience or disruption. C Submit proposed notification to Engineer for approval. Consideration shall be given to the ethnicity of the neighborhood where English is not the dominant language. Notice shall be in an understandable language. 1.07 EXCAVATION IN STREETS AND DRIVEWAYS A Avoid hindering or needlessly inconveniencing public travel on a street or any intersecting alley or street for more than two blocks at any one time, except by permission of the Engineer. B Obtain the Engineer's approval when the nature of the Work requires closing of an entire street. Permits required for street closure are the Contractor's responsibility. Avoid unnecessary inconvenience to abutting property owners. C Remove surplus materials and debris and open 1000 feet or less for public use as work in that block is complete. D Acceptance of any portion of the Work will not be based on return of street to public use. E Avoid obstructing driveways or entrances to private property. F Provide temporary crossing or complete the excavation and backfill in one continuous operation to minimize the duration of obstruction when excavation is required across drives or entrances. G Provide barricades and signs in accordance with Section 01555 —Traffic Control & Regulation. 1.08 CLEAN-UP A Maintain Project Site in a neat and orderly manner. B Perform daily clean-up in and around construction zone of dirt,debris,scrap materials, other disposable items. C Leave streets, driveways,,and'sidewalks broom-clean or its equivalent at the end of each work day. D . Promptly remove barriers, signs, and components of other control systems that are no longer being utilized. E Dispose of waste and excess materials in accordance with requirements of Section 01562—Waste Material Disposal. , 02/2008 01140 - of 4 CITY OF PEARLAND Project No. TR1205 CONTRACTOR'S USE OF PREMISES 1.09 RESTORATION A Restore damaged permanent facilities to pre-construction conditions unless replacement or abandonment of facilities is indicated on the Plans. B Repair/Replace removed or damaged pavement in accordance with Section 02980 — Pavement Repair and removed or damaged curbs, gutters, and headers in accordance with Section 02770 — Curbs, Curb & Gutter, & Headers. Repair/Replace with like materials to match existing style, lines, grades, etc., unless otherwise directed by Engineer. C Repair turf areas which become damaged by Contractor's operations at no additional cost to Owner. Level with bank sand or topsoil,conforming to Section 02255—Bedding,Backfill,& Embankment Materials,as approved by the Engineer. Provide sodding in areas of residential land use over the surface of ground disturbed during construction and not paved,or not designated to be paved,in accordance with Section 02922—Sodding. Use only block sodding;do not use spot sodding or sprigging Provide hydromulch seeding in areas of commercial,industrial or undeveloped land use over the surface of ground disturbed during construction and not paved,or not designated to be paved,in accordance with Section 02921 Hydromulch Seeding. Water and level newly sodded areas with adjoining turf using steel wheel rollers appropriate for sodding. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - Not Used END OF SECTION 02/2008 01140-4 of 4 365 CITY OF PEARLAND Project No. TR1205 MEASUREMENT'AND PAYMENT PROCEDURES Section 01200 , MEASUREMENT AND PAYMENT PROCEDURES 1.0 GENERAL 1.01 SECTION INCLUDES A Procedures for measurement and payment of Work. B Conditions for nonconformance assessment and nonpayment for rejected products. C References to Technical Specifications: See Bid Proposal Sheet D Reference Standards: 1. Concrete Reinforcing Steel Institute(CRSI) 2. American Institute of Steel Construction(AISC) 1.02. AUTHORITY A Units and methods delineated in this Section are intended to complement the criteria of the Technical Specifications and Section 00300—Bid Proposal. B In the event of conflict, the unit specified for Bid Items in Section 00300 — Bid Proposal shall govern. C ' Measurements and quantities submitted by the Contractor will be verified by the Engineer. D Contractor shall provide necessary equipment, workers, and survey personnel as required by Engineer to verify.quantities. 1.03 UNIT QUANTITIES SPECIFIED A Quantity and measurement estimates stated in Section 00300 —Bid Proposal are for contract purposes only. Quantities and measurements supplied or placed in the Work, authorized and verified by Engineer shall determine payment as stated in Section 00700—General Conditions of Agreement. B If the actual Work requires greater or lesser quantities than those quantities indicated in Section 00300 — Bid Proposal, provide the required quantities at the unit prices contracted except as otherwise stated in Section 00700 — General Conditions of Agreement or in executed Change Order. . 1.04 MEASUREMENT OF QUANTITIES. A Measurement by Weight: Reinforcing steel, rolled or formed steel or other metal shapes will be measured by CRSI or AISC Manual of Steel Construction weights. Welded assemblies will be measured by CRSI or AISC Manual of Steel Construction or scale weights. 05/2007 01200 - of 3 CITY OF PEARLAND Project No.TR1205 MEASUREMENT AND PAYMENT PROCEDURES B Measurement by Volume: " 1. Stockpiles: Measured by cubic dimension using mean length,width,and height or thickness. 2. Excavation and Embankment Materials: Measured by cubic dimension using the,average end area method. C Measurement by Area: Measured by square dimension using mean length and width or radius. D Linear Measurement: Measured by linear dimension, at the item centerline or mean chord. E Stipulated Price Measurement: By unit designated in the agreement. • F Other: Items measured by weight, volume, area, or lineal means or combination, as appropriate,as a completed item or unit of the Work. 1.05 PAYMENT • A Payment includes full compensation for all required supervision, labor,products,tools, equipment,plant,transportation, services, and incidentals; and erection, application or installation of an item of the Work; and Contractor's overhead and profit. The price bid shall include the total cost for required Work. Claims for payment as Unit Price Work not specifically covered in Section 00300—Bid Proposal will not be accepted. B Progress Payments for Unit Price Work will be based on the Engineer's observations and evaluations of quantities incorporated in the Work multiplied by the unit price. C Progress Payments for Lump Sum Work will be based on the Engineer's observations and evaluations of the percentage of quantities included in the schedule of values incorporated in the Work. D Final Payment for Work governed by unit prices will be made on the basis of the actual measurements and quantities determined by Engineer multiplied by the unit price for Work which is incorporated in or made necessary by the Work. 1.06 NONCONFORMANCE ASSESSMENT A Remove and replace the Work, or portions of the Work, not conforming to the Contract Documents. B If, in the opinion of the Engineer, it is not practical to remove and replace the Work, the Engineer will direct one of the following remedies: 1. The nonconforming Work will remain as is,but the unit price will be adjusted to a lower price at the discretion of the Engineer. 2. The nonconforming Work will be modified as authorized by the Engineer, and the unit price will be adjusted to a lower price at the discretion of the Engineer,if the modified Work is deemed to be less suitable than originally specified. 05/2007 01200-2 of 3 367 CITY OF PEARLAND Project No. TR1205 MEASUREMENT AND PAYMENT PROCEDURES C Individual Technical Specifications may modify these options or may identify a specific formula or percentage price reduction. D The authority of the Engineer to assess the nonconforming Work and identify payment adjustment is final. 1.07 NONPAYMENT FOR REJECTED PRODUCTS A Payment will not be made for any of the following: 1. Products wasted or disposed of in a manner that is not acceptable to Engineer. 2. Products determined as nonconforming before or after placement. 3. Products not completely unloaded from transporting vehicle. 4. Products placed beyond the lines and levels of the required Work. 5. Products remaining on hand after completion of the Work,unless specified otherwise. 6. Loading,hauling,and disposing of rejected products. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - Not Used END OF SECTION 05/2007 012030-3 of 3 CITY OF PEARLAND Project No. TR1205 CHANGE ORDER PROCEDURES Section 01290 CHANGE ORDER PROCEDURES 1.0 GENERAL 1.01 SECTION INCLUDES A Procedures for processing Change Orders,including: 1. Assignment of a responsible individual for approval and communication of changes in the Work; 2. Documentation of change in Contract Price and Contract Time; 3. Change procedures,using proposals and construction contract modifications,Work Change Directive, Stipulated Price Change Order,Unit Price Change Order, Time and Materials Change Order; 4. Execution of Change Orders; 5. Correlation of Contractor Submittals. B References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01760—Project Record Documents C Other References: 1. Rental Rate Blue Book for Construction Equipment(Data Quest Blue Book). Rental Rate is defined as the full unadjusted base rental rate for the appropriate item of construction equipment. 1.02 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 - Submittals. 1.03 RESPONSIBLE INDIVIDUAL A Contractor shall provide a letter indicating the name and address of the individual authorized to execute change documents, and who shall also be responsible for informing others in Contractor's employ and Subcontractors of changes to the Work. The information shall be provided at the Preconstruction Conference. 1.04 DOCUMENTATION OF CHANGE IN CONTRACT PRICE AND CONTRACT TIME A Provide full information required for identification and evaluation of proposed changes,and to substantiate costs of proposed changes in the Work. B Contractor shall document each Proposal for Change in cost or time with sufficient data to allow for its evaluation. 02/2008 01290-1 of 4 369 CITY OF PEARLAND Project No. TR1205 CHANGE ORDER PROCEDURES C Proposal for Change shall include, as a minimum, the following information as applicable: 1. Original Quantities of items in Section 00300—Bid Proposal with additions, reductions,deletions,and substitutions. 2. When Work items were not included in Section 00300—Bid Proposal, Contractor shall provide unit prices for the new items,with supporting information as required by the Engineer. 3. Justification for any change in Contract Time. 4. Additional data upon request. D For changes in the Work performed on a time-and-material basis, the following additional information may be required: 1. Quantities and description of products and equipment. 2. Taxes,insurance and bonds. 3. Overhead and profit as noted in Section 00700—General Conditions of Agreement,7.03 "Extra Work". 4. Dates and times work was performed,and by whom. 5. Time records and certified copies of applicable payrolls. 6. Invoices and receipts for products,rented equipment,and subcontracts, similarly documented. E Rented equipment will be paid to the Contractor by actual invoice cost for the duration of time required to complete the extra work. If the extra work comprises only a portion of the rental invoice where the equipment would otherwise be on the site,the Contractor shall compute the hourly equipment rate by dividing the actual monthly • invoice by 176. (One day equals 8 hours and one week equals 40 hours.) Operating costs shall not exceed the estimated operating costs given for the item of equipment in the Blue Book. F For changes in the work performed on a time-and-materials basis using Contractor- owned equipment,compute rates with the Blue Book as follows: 1. Multiply the appropriate Rental Rate by an adjustment factor of 70 percent plus the full rate shown for operating costs. The Rental Rate utilized shall be the lowest cost combination of hourly,daily,weekly or monthly rates. Use 150 percent of the Rental Rate for double shifts(one extra shift per day) and 200 percent of the Rental Rate for more than two shifts per day. No other rate adjustments shall apply. 2. Standby rates shall be 50 percent of the appropriate Rental Rate shown in the Blue Book. Operating costs will not be allowed. 1.05 CHANGE PROCEDURES A Changes to Contract Price or Contract Time can only be made by issuance of a Change Order. Issuance of a Work Change Directive or written acceptance by the Engineer of changes will be formalized into Change Orders. All such changes will be in accordance with the requirements of Section 00700 — General Conditions of Agreement,7.01"Change Orders". 02/2008 01290 - of 4 CITY OF PEARLAND Project No. TR1205 CHANGE ORDER PROCEDURES B The Engineer will advise Contractor of Minor Changes in the Work not involving an adjustment to Contract Price or Contract Time as authorized by Section 00700 — General Conditions of Agreement, 7.02 "Minor Changes", by issuing supplemental instructions. C Contractor may request clarification of Plans, Technical Specifications or Contract Documents or other information. Response by the Engineer to a Request for Information does not authorize the Contractor to perform tasks outside the scope of the Work. All changes must be authorized as described in this Section. 1.06 PROPOSALS FOR CHANGE AND CONTRACT MODIFICATION A The Engineer may issue a -Request for Proposal,which includes a detailed description of a proposed change with supplementary or revised Plans and Technical Specifications.The Engineer may also request a proposal in the response to a Request for Information. Contractor will prepare and submit its Proposal for Change within 7 days or as specified in the request • B The Contractor may propose an unsolicited change by submitting a Proposal for Change to the Engineer describing the proposed change and its full effect on the Work, with a statement describing the reason for the change and the effect on the Contract Price and Contract Time including full documentation. 1.07 WORK CHANGE DIRECTIVE A Engineer may issue a signed Work Change Directive instructing the Contractor to proceed with a change in the Work,for subsequent inclusion in a Change Order. B The document will describe changes in the Work and will designate a method of determining any change in Contract Price or Contract Time. C Contractor shall proceed promptly to execute the changes in the Work in accordance with the Work Change Directive. 1.08 STIPULATED PRICE CHANGE ORDER A A Stipulated Price Change Order will be based on an accepted Proposal for Change including the Contractor's lump sum price quotation. 1.09 UNIT PRICE CHANGE ORDER A Where Unit Prices for the affected items of the Work are included in Section 00300- Bid Proposal ,the Unit Price Change Order will be based on unit prices as originally bid,subject to provisions of Section 00700—General Conditions of Agreement. B Where unit prices of the Work are not pre-determined in Section 00300 — Bid Proposal, Work Change Directive or accepted Proposal for Change will specify the unit prices to be used. 02/2008 01290-3 of 4 371 CITY OF PEARLAND Project No. TR1205 CHANGE ORDER PROCEDURES 1.10 TIME-AND-MATERIAL CHANGE ORDER A Contractor shall provide an itemized account and supporting data after completion of change,within time limits indicated for claims in Section 00700—General Conditions • of Agreement. B Engineer will determine the change allowable in Contract Price and Contract Time as provided in Section 00700—General Conditions of Agreement. C Contractor shall maintain detailed records of work done on time-and-material basis as specified in this Section, 1.04 "Documentation of Change in Contract Price and Contract Time". D Contractor shall provide full information required for evaluation of changes,and shall substantiate costs for changes in the Work. 1.11 EXECUTION OF CHANGE DOCUMENTATION A Engineer will issue Change Orders, Work Change Directives, or accepted Proposals for Change for signatures of parties named in Section 00500 — Standard Form of Agreement. 1.12 CORRELATION OF CONTRACTOR SUBMITTALS A For Stipulated Price Contracts, Contractor shall promptly revise Schedule of Values and Application for Payment forms to record each authorized Change Order as a separate line item and adjust the Contract Price. B For Unit Price Contracts,the next monthly Application for Payment of the Work after acceptance of a Change Order will be revised to include any new items not previously included and the appropriate unit rates. C Contractor shall promptly revise progress schedules to reflect any change in Contract Time,and shall revise schedules to adjust time for other items of work affected by the change,and resubmit for review. D Contractor shall promptly enter changes to the on-site and record copies of the Plans, Technical Specifications or Contract Documents as required in Section 01760 — Project Record Documents. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01290 - of 4 CITY OF PEARLAND Project No. TR1205 COORDINATION AND MEETINGS Section 01310 COORDINATION AND MEETINGS 1.0 GENERAL 1.01 SECTION INCLUDES A Section includes general coordination including Preconstruction Conference, Site Mobilization Conference,and Progress Meetings. B References to Technical Specifications: 1. Section 01100—Summary of Work 1.02 RELATED DOCUMENTS A Coordination is required throughout the documents. Refer to all of the Contract Documents and coordinate as necessary. 1.03 ENGINEER AND REPRESENTATIVES A The Engineer may act directly or through designated representatives as defined in Section 00700 — General Conditions of Agreement, 1.01 "Owner, Contractor, and Engineer",and as identified by name at the Preconstruction Conference. 1.04 CONTRACTOR COORDINATION A Coordinate scheduling, submittals, and work of the various Technical Specifications to assure efficient and orderly sequence of installation of interdependent construction elements. B Coordinate completion and clean up of the Work for Substantial Completion and for portions of the Work designated for Owner's partial occupancy. C Coordinate access to Project Site for correction of nonconforming work to minimize disruption of Owner's activities where Owner is in partial occupancy. 1.05 PRECONSTRUCTION CONFERENCE A Engineer will schedule a Preconstruction Conference. B Attendance Required: Engineer's representatives,Consultants,Contractor,and major Subcontractors. . C Agenda: 1. Distribution of Contract Documents: 2. Designation of personnel representing the parties to the Contract,and the Consultant. 3. . Review of insurance. 02/2008 01310-1 of 3 373 CITY OF PEARLAND Project No. TR1205 COORDINATION AND MEETINGS 4. Discussion of formats proposed by the Contractor for Schedule of Values, and Construction Schedule. 5. Discussion of required Submittals,including,but not limited to, Work Plans,Traffic Control Plans, Safety Programs,Construction Photographs. 6. Procedures and processing of Shop Drawings and other submittals, substitutions,Applications for Payment,Requests for Information,Request for Proposal,Change Orders,and Contract Closeout. 7. Scheduling of the Work and coordination with other contractors. 8. Review of Subcontractors. 9. Appropriate agenda items listed in this Section, 1.06"Site Mobilization Conference",when Preconstruction Conference and Site Mobilization Conference are combined. 10. Procedures for testing. 11. Procedures for maintaining Project Record Documents. 12. Designation of the individual authorized to execute change documents and their responsibilities. 13. Discussion of requirements of a Trench Safety Program. 1.06 SITE MOBILIZATION CONFERENCE A When required by Section 01100—Summary of Work,Engineer will schedule a Site Mobilization Conference at the Project Site prior to Contractor occupancy. B Attendance Required: Engineer representatives, Consultants, Contractor's - Superintendent,and major Subcontractors. C Agenda: 1. Use of premises by Owner and Contractor 2. Safety and first aid procedures 3. Construction controls provided by Owner 4. Temporary utilities 5. Survey and layout 6. Security and housekeeping procedures 1.07 PROGRESS MEETINGS A Progress Meetings shall be held at Project Site or other location as designated by the Engineer. Meeting shall be held at monthly intervals, or more frequent intervals if directed by Engineer. B Attendance Required: Job superintendent, major Subcontractors and suppliers, Engineer representatives, and Consultants as appropriate to agenda topics for each meeting. C Engineer or City's representative will make arrangements for meetings,and recording minutes. D Engineer or City's representative will prepare the agenda and preside at meetings. 02/2008 01310-2 of 3 374 CITY OF PEARLAND Project No. TR1205 COORDINATION AND MEETINGS E Contractor shall provide required information and be prepared to discuss each agenda item. F Agenda: 1. Review minutes of previous meeting. 2. Review of Construction Schedule,Applications for Payment,payroll and compliance submittals. 3. Field observations,problems,and decisions. 4. Identification of problems which impede planned progress. 5. Review of Submittal Schedule and status of submittals. 6. Review status of Requests for Information,Requests for Proposal. 7. Review status of Change Orders. 8. Review of off-site fabrication and delivery schedules. 9. Maintenance of updates to Construction Schedule. 10. Corrective measures to regain projected schedules. 11. Planned progress during succeeding work period. 12. Coordination of projected progress. 13. Maintenance of quality and work standards. 14. Effect of proposed changes on Construction Schedule and coordination. 15. Other items relating to the Work. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01310-3 of 3 375 CITY OF PEARLAND Project No. TR1205 SUBMITTALS Section 01350 SUBMITTALS 1.0 GENERAL This Section contains general lists of Submittals and Technical Specifications that may be required for the Work. When Submittals are required elsewhere in these Technical Specifications,refer to this Section for Submittal requirements and procedures. 1.01 SECTION INCLUDES A Submittal procedures for: 1. Schedule of Values 2. Construction Schedules 3. Shop Drawings;Product Data, and Samples 4. Operations and Maintenance Data 5. Manufacturer's Certificates 6. Construction Photographs 7. Project Record Documents 8. Design Mixes B References to the following Technical Specifications: 1. Section 01310—Coordination&Meetings . 2. Section 01630—Product Options& Substitutions 3. Section 01100—Summary of Work 4. Section 01380—Construction Photographs 5. Section 01760-Project Record Documents 6. Section 02530—Gravity Sanitary Sewers 1.02 SUBMITTAL PROCEDURES A Scheduling and Handling 1. Schedule Submittals well in advance of the need for material or equipment for , construction. Allow time to make deliveryy of material or equipment after Submittal is approved. 2. Develop a Submittal Schedule that allows sufficient time for initial review, correction,resubmission and final review of all submittals.The Engineer will review and return submittals to the Contractor as expeditiously as possible but the amount of time required for review will vary depending on the complexity and quantity of data submitted. In no case will a Submittal Schedule be acceptable which allows less than 30 days for initial review by the Engineer. This time for review shall in no way be justification for delays or additional compensation to the Contractor. 3. The Engineer's review of submittals covers conformity to the Plans,Technical Specifications, and dimensions which affect the layout. The Contractor is responsible for quantity determination. The Contractor is responsible for any errors, omissions or deviations from the Contract requirements; review of 01/2008 S 013s3,�6 of 7 CITY OF PEARLAND Project No. TR1205 SUBMITTALS f submittals in no way relieves the Contractor from his obligation to furnish required items according to the Plans and Technical Specifications. 4. Submit 5 copies of documents unless otherwise specified in this Section or by individual Technical Specifications. 5. Revise and resubmit submittals as required. Identify all changes made since previous submittal. 6. The.Contractor shall assume the risk for material or equipment which is fabricated or delivered prior to approval. No material or equipment shall be incorporated into the Work or included in Applications for Payment until approval has been obtained in the specified manner. B Transmittal Form and Numbering 1. Transmit each submittal to the Engineer with a transmittal form. 2. Sequentially number each transmittal form beginning with the number 1. Re- Submittals shall use the original number with an alphabetic suffix(i.e.,2A for first Re-Submittal of Submittal 2 or 15C for third Re-Submittal of Submittal 15). Each submittal shall only contain one type of work, material, or equipment. Mixed submittals will not be accepted. 3. Identify variations from requirements of Contract Documents and identify product or system limitations. 4. For submittal numbering of video tapes, see this Section, 1.10 "Video". C Contractor's Certification 1. Each submittal shall contain a statement or stamp signed by the Contractor, certifying that the items have been reviewed in detail and are correct and in accordance with Contract Documents, except as noted by any requested variance. 1.03 SCHEDULE OF VALUES A Submit a Schedule of Values at least 10 days prior to the first Application for Payment. A Schedule of Values shall be provided for each of the items indicated as Lump Sum (LS) in Section 00300 — Bid Proposal for which the Contractor requests to receive Progress Payments. B Schedule of Values shall be typewritten on 8-1/2"x 11",plain bond,white paper. Use the Table of Contents of this Project Manual as a format for listing costs of Work by Section. C Round off figures for each listed item to the nearest $100.00 except for the value of one item, if necessary, to make the total price for all items listed in the Schedule of Values equal to the applicable Lump Sum in Section 00300 -Bid Proposal. D For Unit Price,Contracts, items should include a proportional share of Contractor's overhead and profit, such that the total of all items listed in the Schedule of Values equals the Contract amount. For Stipulated Price Contracts,Mobilization, Bonds, and Insurance may be listed as separate items in the Schedule of Values. 01/2008 013s377 of 7 CITY OF PEARLAND Project No. TR1205 SUBMITTALS E For Lump Sum equipment items, where Submittals for Testing, Adjusting, and Balancing Reports in conjunction with Operation and Maintenance Data are required, include a separate item for equipment Operation and Maintenance Data Submittals and a separate item for Submittals of equipment Testing, Adjusting, and Balancing Reports,each valued at five(5)percent of the Lump Sum. F Revise the Schedule of Values and resubmit for items affected by contract modifications, Change Orders, and Work Change Directives. Submit revised Schedule of Values 10 days prior to the first Application for Payment after the changes are approved by the Engineer. 1.04 CONSTRUCTION SCHEDULES A Submit Construction Schedules for the Work in accordance with the requirements of this Section. The Construction Schedule Submittal shall be,at a minimum, a bar chart, (computer generated or prepared manually)and a narrative report. B During the Preconstruction Meeting, as noted in Section 01310 - Coordination and Meetings, the Contractor shall provide a sample of the format to be used for the Construction Schedule Submittal. The format is subject to approval by the Engineer. Review of the Submittal will be provided within 7 days of the Submittal of the sample. C Within 7 days of the receipt of approval of the Contractor's format, or 14 days of the Notice to Proceed, whichever is later, the Contractor shall submit a proposed Construction,Schedule for review. The Construction Schedule Submittal shall meet the following requirements: 1. The Construction Schedule shall usually include a total of at least 20 but not more than 50 activities. Fewer activities may be accepted, if approved by the Engineer. 2. For Projects with work at different physical locations,each location should be indicated separately within the Construction Schedule. 3. For projects with multiple crafts or significant subcontractor components,these elements should be indicated separately within the Construction Schedule. 4. For Projects with multiple types of tasks within the scope,these types of work should be indicated separately within the Construction Schedule. 5. For Projects with significant major equipment items,or materials worth over 25. percent of the Total Contract Price, the Construction Schedule shall indicate dates when these items are to be purchased,when they are to be delivered,and when installed. . 6. For Projects where operating plants are involved, each period of work which will require the shutdown of any process or operation shall be identified in the Construction Schedule and must be agreed to by the Engineer prior to starting. work in the area. 7. A Billing Schedule(tabulation of the estimated monthly billings)for the Work shall be prepared and submitted by the Contractor with the first Construction Schedule. This information is not required in the monthly updates, unless significant changes in Work require re-submittal of the Construction Schedule for review. The total fn,-'ach month and a cumulative total will be indicated. 01/2008 013c378 of 7 CITY OF PEARLAND Project No. TR1205 SUBMITTALS These monthly forecasts are only for planning purposes of the Engineer. Monthly payments for actual work completed will be made by the Engineer in accordance with.Section 00700-General Conditions of Agreement. D The Contractor must receive approval of the Engineer for the Construction Schedule and Billing Schedule prior to the first monthly Application for Payment. No payment will be made until these are accepted. E Upon written request from the Engineer, the Contractor shall revise and submit for approval all or any part of the Construction Schedule to reflect changed conditions in the Work or deviations made from the original plan and schedule. F The Contractor's Construction Schedule shall thereafter be updated with the Actual Start and Actual Finish Dates, Percent Complete, and Remaining Duration of each Activity and submitted monthly. The date to be used in updating the monthly Construction Schedule shall be the same Date as is used in the monthly Application for Payment. This monthly update of the Construction Schedule shall be required before the monthly Application for Payment will be processed for payment. G The narrative Construction Schedule Report shall include a description of changes made to the Construction Schedule; Activities Added to the Construction Schedule; Activities Deleted from the Construction Schedule; any other changes made to the Construction Schedule other than the addition of Actual Start Dates and Actual Finish Dates and Remaining Durations. 1.05 SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES A Shop Drawings 1. Submit Shop Drawings for review as required by the Technical Specifications. 2, Contractor's Certification, -as described in this Section, 1.02 "Submittal Procedures"shall be placed on each Shop Drawing. 3. The Shop Drawing shall accuratelyy and distinctly present the following: a. Field and erection dimensions clearly identified as such. b. Arrangement and section views. c. Relation to adjacent materials or structure including complete information for making connections between work under this Contract and work under other contracts. d. Kinds of materials and finishes. e. Parts list and descriptions. f. Assembly Shop Drawings of equipment components and accessories showing their respective positions and relationships to the complete equipment package. g. Where necessary for clarity, identify details by reference to sheet numbers and detail numbers, schedule or room numbers as shown on the Plans. 0 4. Shop Drawing Drawings shall be to scale,and shall be a true representation of the specific equipment or item to be furnished. 01/2008 013`379 of 7 CITY OF PEARLAND Project No. TR1205 SUBMITTALS B Product Data 1. Submit Product Data for review when required in individual Technical Specifications. 2. Contractor's Certification, as described in this Section, 1.02 "Submittal Procedures"shall be placed on each data item submitted. 3. Mark each copy to identify applicable products,models, options to be used in this Project. Supplement manufacturers' standard data to provide information unique to this Project,where required by the Technical Specification. 4. For products specified only by reference standard, submit manufacturer,trade name,model or catalog designation,and applicable reference standard. 5. For Approved Products, those designated in the Technical Specifications followed by the words"or approved equal",submit manufacturer,trade name, model or catalog designation,and applicable reference standard. 6. For products proposed as alternates to Approved Products, refer to Section 01630-Product Options and Substitutions, 1.04"Selection Options"and 1.07 "Substitution Procedures". 7. For products that are neither Pre-Approved, Approved, specified only by reference standard, nor proposed as alternates, submit product description, trade name, manufacturer, and supplier. Contractor shall provide additional information upon written request by Engineer or Owner. C Samples 1. Submit samples for review as required by the Technical Specification. 2. Contractor's Certification, as described in this Section, 1.02 "Submittal Procedures", shall be placed on each sample or a firmly attached sheet of paper. 3. Submit the number of samples specified in the Technical Specification;one of which will be retained by the Engineer. 4. Reviewed samples which may be used in, the Work are identified in the Technical Specifications.. 1.06 OPERATIONS AND MAINTENANCE DATA A When specified in Technical Specification, submit manufacturers' printed instructions for delivery, storage, assembly, installation, start-up, operation, adjusting, finishing, and maintenance. B Contractor's Certification, as described in this Section. 1.02 "Submittal Procedures", shall be placed on front page of each document. C Identify conflicts between manufacturers'instructions and Contract Documents. 1.07 MANUFACTURER'S CERTIFICATES A When specified in Technical Specification, submit manufacturers' certificate of compliance for review by Engineer. B Contractor's Certification, as described in this Section, 1.02"Submittal Procedures", shall be placed on front page he certificate. 01/2008 0134380 of 7 CITY OF PEARLAND Project No. TR1205 SUBMITTALS C Submit supporting reference data,affidavits,and certifications as appropriate. D Manufacturer's Certificates may be recent or previous test results on material or product,but must be acceptable to Engineer. 1.08 CONSTRUCTION PHOTOGRAPHS A Submit photographs in accordance with Section 01380—Construction Photographs. 1. Prints: Prepare 2 prints of each view and submit 1 print directly to the City's Representative within 7 days of taking photographs. One print shall be retained by the Contractor and made available at all times for reference on the job site. B PRECONSTRUCTION PHOTOGRAPHS: 1. Prior to the commencement of any construction,take digital color photographs on the entire route of the project 2. Photographs: Two prints, color,matte finish; 3 x 5 inch size,mounted on 81/2 x 11-inch soft card stock, with left edge binding margin for three hole punch,or in plastic pockets in three-ring notebook. 3. The photographs shall show: a: Date photographs were taken b. Location of the photograph, house number and street name. (This information may be shown on a chalk board in the photograph by a label on the mountings.) 4. Photographs should show the condition of the following a. Esplanades and boulevards b. Yards(near, side and far side of street) c. Housewalk,sidewalk and driveway;curb d. Area between walk and curb 1) Particular features(yard lights,shrubs,fences,trees,etc.) 2) Landscaping and decorative features. C POST CONSTRUCTION PHOTOGRAPHS 1.. On completion of construction,provide photographs of any public or private property which has been repaired or restored and any damage which is or may be the subject of complaints. 1.09 PROJECT RECORD DOCUMENTS A . Submit Project Record Documents in accordance with Section 01760—Project Record Documents. 1.10 VIDEO . A Submit television video in DVD format as required in individual Technical Specifications. B Transmittal forms for video disks shall be numbered sequentially beginning with TO1, T02,T03,etc. 01/2008 013 381 of 7 CITY OF PEARLAND Project No. TR1205 . SUBMITTALS 1.11 DESIGN MIXES A When specified,submit design mixes for review. B Contractor's Certification, as described in this Section, 1.02 "Submittal Procedures", shall be placed on front page of each design mix. C Mark each design mix to identify proportions,gradations,and additives for each class and type of design mix submitted. Include,applicable test results on samples for each mix. D Maintain a copy of approved design mixes at mixing plant. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION • 01/2008 0134n I of 7 CITY OF PEARLAND Project No. TR1205 CONSTRUCTION PHOTOGRAPHS Section 01380 CONSTRUCTION PHOTOGRAPHS 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for construction photographs and submittals. B References Technical Specifications: 1. Section 01100—Summary of Work 2. Section 01350—Submittals 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Construction Photographs under this Section. Include cost in Bid Items for installed Work. 1.03 SUBMITTALS A When required by Section 01100 — Summary of Work, submit photographs in accordance applicable provisions of this Section. B Make Submittals required by this and related Sections under the provisions of Section 01350—Submittals. C Prepare three (3)prints of each view and submit two (2) prints directly to the Project Manager within seven(7)days of taking photographs. One(1)print shall be retained by the Contractor in the field office at the Project Site and available at all times for reference. D When requested by the Project Manager, the Contractor shall submit extra prints of photographs, for distribution directly to designated parties who will pay the costs for the extra prints directly to the photographer. E When required by individual Sections,submit photographs taken prior to start of the Work to show original Project Site conditions. F When required by Contract Documents, submit photographs with Application for Payment. G When required by individual Sections, submit photographs taken following completion of the Work to show the condition in which the Project Site will be left. H With each submittal, include photographic negatives in protective envelopes, identified by Project Name,Contractor,and date photographs were taken. 01/2008 - 01380-1 of 3. 383 • CITY OF PEARLAND :Project No. TR1205 CONSTRUCTION PHOTOGRAPHS 1.04 QUALITY ASSURANCE A Contractor shall be responsible for the timely execution of the photographs, their vantage point,direction of shot,and quality. 2.0 PRODUCTS 2.01 PHOTOGRAPHS A Photographs shall be digital quality and shall be submitted on a CD. B The photographs shall show on a non-elective chalkboard or white board,readable in the photograph: 1. Job number. 2. Date and time photographs were taken. 3. Location of the photograph,house number and street,along with the project number. C Indicate the condition of the following: 1. Esplanades and boulevards. 2. Yards(near side and far side of street). 3. House-walk and sidewalk. 4. Curb. 5. Area between walk and curb. 6. Particular features(yard lights, shrubs,fence,trees,etc.). 7. Date shall be on negative. 8. Provide notation of vantage point marked for location and direction of shot on a key plan of the Project Site. D Sufficient number of photographs shall be taken to show the existence or non- existence of cracked concrete and the condition of trees, shrubs and grass. E Identify each photograph with an applied label or rubber stamp on the back with the following information: 1. Name of the Project. 2. Name and address of the photographer(if a professional photographer is used). 3. Name of the Contractor. 4. Date the photograph was taken. 5. Photographs to be in plastic pockets and bound in three-ring notebook for easy access and viewing. 3.0 EXECUTION 3.01 PRECONSTRUCTION PHOTOGRAPHS A Prior to the commencement of the Work,take photographs of the entire route of the Project Site. 01/2008 013803-g24of 3 CITY OF PEARLAND Project No. TR1205 CONSTRUCTION PHOTOGRAPHS 3.02 POST-CONSTRUCTION PHOTOGRAPHS A Following the completion of the Work,take photographs from corresponding vantage points and direction of shots. 3.03 PROGESS PHOTOGRAPHS A Take photographs at intervals; coinciding with the cutoff date associated with each Application for Payment and submit on CD with monthly Application for Payment. B Select the vantage points for each shot each month to best show the status of construction and progress since the last photographs were taken. Take not less than two(2) shots from the same vantage point creating a time-lapsed sequence. C Follow direction when given by the Project Manager in selecting vantage points. END OF SECTION 01/2008 01380-3 of 3 385 CITY OF PEARLAND Project No. TR1205 REFERENCED STANDARDS Section 01420 REFERENCED STANDARDS 1.0 GENERAL 1.01 SECTION INCLUDES A General quality assurance as related to Reference Standards and a list of references. B References to Technical Specifications: None 1.02 QUALITY ASSURANCE A For Products or workmanship specified by association, trade, or Federal Standards comply with requirements of the standard, except when more rigid requirements are specified or are required by applicable codes. B Conform to reference standard by date of issue current on the date as stated in Section 00700—General Conditions of Agreement. C Request clarification from Engineer before proceeding should specified reference standards conflict with Contract Documents. 1.03 SCHEDULE OF REFERENCES AASHTO American Association of State Highway and Transportation Officials 444 North Capitol Street,N.W. Washington,DC 20001 ACI American Concrete Institute P.O.Box 19150 Reford Station Detroit,MI 48219-0150 AGC Associated General Contractors of America 1957 E Street,N.W. Washington,DC 20006 AI Asphalt Institute Asphalt Institute Building College Park,MD 20740 AITC American Institute of Timber Construction 333 W. Hampden Avenue Englewood,CO 80110 02/2008 014230861 of 5 CITY OF PEARLAND Project No. TR1205 REFERENCED STANDARDS AISC American Institute of Steel Construction 400 North Michigan Avenue,Eighth Floor Chicago,IL 60611 AISI American Iron and Steel Institute 1000 16th Street,N.W. Washington,DC 20036 ASME American Society of Mechanical Engineers 345 East 47th Street New York,NY 10017 ANSI American National Standards Institute 1430 Broadway New York,NY 10018 APA American Plywood Association Box 11700 Tacoma,WA 98411 API American Petroleum Institute 1220 L Street,N.W. Washington,DC 20005 AREA American Railway Engineering Association" 50 F Street,.N.W. Washington,DC 20001 ASTM American Society for Testing and Materials 1916 Race Street Philadelphia,PA 19103 AWPA American Wood-Preservers'Association 7735 Old Georgetown Road Bethesda,MD 20014 AWS • American Welding Society P.O.Box35104 Miami,FL 33135 AWWA American Water Works Association 6666 West Quincy Avenue Denver,CO 80235 . 02/2008 01420-2 of 5 387 CITY OF PEARLAND Project No. TR1205 REFERENCED STANDARDS CLFMI Chain Link Fence Manufacturers Institute 1101 Connecticut Avenue,N.W. Washington,DC 20036 CRD U.S.A. Corps of Engineers Code of Ordinances City of Pearland 3519 Liberty Drive Pearland,TX 77581 CRSI Concrete Reinforcing Steel Institute 933 Plum Grove Road Schaumburg,IL 60173-4758 EJMA Expansion Joint Manufacturers Association . 707 Westchester Avenue White Plains,NY 10604 FDA U.S.Food and Drug Administration 5600 Fisher Lane Rockville,MD 20857-0001 FS Federal Standardization Documents General Services Administration,Specifications Unit(WFSIS) 7th and D Street S.W. Washington,DC 20406 ICEA Insulated Cable Engineer Association P.O.Box 440 S. Yarmouth,MA 02664 IEEE Institute of Electrical and Electronics Engineers 445 Hoes Lane P.O.Box 1331 Piscataway,NJ 0855-1331 MIL Military Specifications General Services Administration,Specifications Unit(WFSIS) 7th and D Street S.W. Washington,DC 20406 NACE National Association of Corrosion Engineers P. O.Box 986 Katy,TX 77450 02/2008 014 3 gg3 of 5 CITY OF PEARLAND . Project No. TR1205 REFERENCED STANDARDS NEMA National Electrical Manufacturers'Association 2101 L Street,N.W., Suite 300 Washington,DC 20037 NFPA National Fire Protection Association Batterymarch Park,P.O. Box 9101 Quincy,MA 02269-9101 OSHA Occupational Safety Health Administration U.S.Department of Labor, Government Printing Office Washington,DC. 20402 PCA Portland Cement Association 5420 Old Orchard Road Skokie,IL 60077-1083 PCI Prestressed Concrete Institute 201 North Wacker Drive Chicago,IL 60606 SDI Steel Deck Institute Box 9506 Canton,OH 44711 SSPC Steel Structures Painting Council 4400 Fifth Avenue Pittsburgh,PA 15213 TAC Texas Administrative Code TCEQ Texas Commission on Environmental Quality P. O.Box 13087 Austin,TX 78711-3087 TxDOT Texas Department of Transportation 125 East 11th Street Austin,TX 78701-2483 Texas MUTCD Texas Manual on.Uniform Traffic Control Devices(2003 Adoption) (published by Texas Department of Transportation) UL Underwriters'Laboratories,Inc. 333 Pfingston Road Northbrook,IL 60062 UNI-BELL UNI-BELL Pipe Association 2655 Villa Creek Drive, Suite 155 02/2008 01420-4 of 5 389 CITY OF PEARLAND Project No. TR1205 REFERENCED STANDARDS Dallas,TX 75234 WRI Wire Reinforcement Institute 942 Main Street—Suite 300 Hartford,CT 06103 WWD/PI Water Well Drillers and Pump Installers Advisory Council Texas Department of Licensing and Regulation P.O.Box 12157 Austin,TX 78711 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION • 02/2008 01420 - of 5 CITY OF PEARLAND Project No. TR1205 CONTRACTOR'S QUALITY CONTROL Section 01430 CONTRACTOR'S QUALITY CONTROL 1.0 GENERAL 1.01 SECTION INCLUDES A Quality assurance and control of installation and manufacturer's field services and reports. B References to Technical Specifications: 1. Section 01350—Submittals 1.02 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. - 1.03 QUALITY ASSURANCE/CONTROL OF INSTALLATION A Monitor quality control over suppliers, manufacturers, products, services, site conditions, and workmanship, to produce the Work of specified quality at no additional cost to the Owner. B Comply fully with manufacturers' installation instructions, including each step in sequence. C Request clarification from Project Manager before proceeding should manufacturers' instructions conflict with Contract Documents. D Comply with specified Standards as minimum requirements.for the Work except when more stringent,tolerances, codes, or specified requirements indicate higher standards or more precise workmanship. E Perform work by persons qualified to produce the specified level of workmanship. F. Obtain copies of Standards and maintain at Project Site when required by individual. Technical Specifications. 1.04 MANUFACTURERS' FIELD SERVICES AND REPORTS A When specified in individual Technical Specifications, provide material or product suppliers' or manufacturers' technical representative to observe site conditions,. conditions of surfaces and installation, quality of workmanship, start-up of equipment, operator training,test, adjust, and balance of equipment as applicable, and to initiate operation,as required. Conform to minimum time requirements for start-up operations and operator training if defined in Technical Specifications. 02/2008 01430- 1 of 2 391 CITY OF PEARLAND Project No. TR1205 CONTRACTOR'S QUALITY CONTROL B At the Project Manager's request, submit qualifications of manufacturer's representative to Project Manager fifteen (15) days in advance 'of. required representative's services. The representative shall be subject to approval of Project Manager. C Manufacturer's representative shall report observations and site decisions or instructions given to applicators or installers that are supplemental or contrary to manufacturers'written instructions. Submit report within one(1)day of observation to Project Manager for review. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 02/2008 01430 2 of 2 CITY OF PEARLAND Project No. TR1205 OBSERVATION SERVICES Section 01440 OBSERVATION SERVICES 1.0 GENERAL 1.01 SECTION INCLUDES A Observation services and references. B References to Technical Specifications: 1. Section 01450—Testing Laboratory Services 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 INSPECTION A. Project Manager will appoint an Observer as a representative of the Owner to oversee inspections,tests,and other services specified in individual Technical Specifications. B Alternately, Project Manager may appoint, employ, and pay an independent firm to provide additional observation or construction management services as indicated in Section 01450—Testing Laboratory Services. C Reports will be submitted by the independent firm to Project Manager,Engineer, and Contractor, indicating observations and results of tests and indicating compliance or non-compliance with Contract Documents. D Contractor shall assist and cooperate with the Observer;furnish samples of materials, design mix,equipment,tools,and storage. E. Contractor shall notify Project Manager 24 hours prior to expected time for operations requiring services. Notify Engineer and independent firm when noted. F ..Contractor shall sign and acknowledge report for Observer. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 09/2009 01440-1 of 1 393 CITY OF PEARLAND Project No.TR1205 TESTING LABORATORY SERVICES Section 01450 TESTING LABORATORY SERVICES 1.0 GENERAL 1.01 SECTION INCLUDES A Testing Laboratory Services and Contractor responsibilities related to those services. B References to Technical Specifications:1. Section 01350—Submittals C Referenced Standards: 1. American Society for Testing and Materials(ASTM) a. ASTM D 3740, "Practice for Evaluation of Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction" b. ASTM E 329, "Recommended Practice for Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction" 1.02 SELECTION AND PAYMENT A Owner will select,employ,and pay for services of an independent testing laboratory to perform inspection and testing identified in individual Technical Specifications. B Employment of testing laboratory shall not relieve Contractor of obligation to perform work in accordance with requirements of Contract Documents. C Owner or designated representative shall schedule and monitor testing as required to provide timely results and to avoid delay to the Work. D Contractor shall be responsible for paying for services of commercial testing laboratory,with prior approval of Owner,to perform the following: 1. Pipe diameter deflection tests on all flexible and semi-rigid sanitary sewer collection system pipe installation 2. Laboratory services required to establish mix design proposed for use for Portland cement concrete,asphaltic concrete mixtures and other material mixes requiring control by testing laboratory when required because of change in source of materials or other conditions not caused by Owner. 3. Tests required to establish optimum moisture of earth and base materials and to determine required compactive effort to meet density requirements. 4. Cores to test for thickness. 5. Testing and inspection performed for the Contractor's convenience. 6. Retesting and repetitions of laboratory services when initial tests indicate work does not comply with requirements of Contract Documents. 04/2008 01450- of 3 CITY OF PEARLAND Project No. TR1205 TESTING LABORATORY SERVICES 1.03 LABORATORY REPORTS A The Engineer will receive 1 copy,the Project Manager will receive 2 copies, and the Contractor will receive 2 copies of Laboratory Reports from the testing laboratory. One of the Contractor's copies shall remain at the Project Site for duration of Project. Test results which indicate non-conformance shall be transmitted immediately via fax from the testing laboratory to the Contractor and Project Manager. 1.04 LIMITS ON TESTING LABORATORY AUTHORITY A Laboratory may not release, revoke, alter, or enlarge on requirements of Contract Documents. B Laboratory may not approve or accept any portion of the Work. C Laboratory may not assume any duties of Contractor. D Laboratory has no authority to stop the Work. 1.05 CONTRACTOR RESPONSIBILITIES A Notify Project Manager and laboratory 24 hours prior to expected time for operations { requiring inspection and testing services. Notify Engineer if specification section requires the presence of the Engineer. B Cooperate with laboratory personnel in collecting samples to be tested or collected on Project Site. C Provide access to the Work and to manufacturer's facilities. D Provide samples to laboratory in advance of their intended use to allow thorough examination and testing. E Provide incidental labor and facilities for access to the Work to be tested;to obtain and handle samples at the site or at source of products to be tested; and to facilitate tests and inspections including storage and curing of test samples. F Arrange with laboratory and pay for: 1. Retesting required for failed tests. 2. Retesting for nonconforming Work. 3. ' Additional sampling and tests requested by Contractor for his own purposes. 2.0 PRODUCTS - Not Used 3.0 EXECUTION • 04/2008 01450-2 of 3 395 CITY OF PEARLAND Project No. TR1205 TESTING LABORATORY SERVICES 3.01 CONDUCTING TESTING A Laboratory sampling and testing shall conform to ASTM D 3740 and ASTM E 329,as well as other test standards specified in individual Technical Specifications. END OF SECTION • 04/2008 01453963 of 3 CITY OF PEARLAND Project No. TR1205 TEMPORARY FACILITIES AND CONTROLS Section 01500 TEMPORARY FACILITIES AND CONTROLS • 1.0 GENERAL 1.01 SECTION INCLUDES A Temporary facilities and the necessary controls for the Work including utilities, telephone, sanitary facilities, field office, storage sheds and building, safety requirements,first aid equipment,fire protection,security measures,protection of the Work and property, access roads and parking, environmental controls, disposal of trash,debris,and excavated material,pest and rodent control,water runoff and erosion control. B References to Technical Specifications: Section 00200—Instructions to Bidders Section 01100—Summary of Work Section 01350—Submittals Section 01566—Source Controls for Erosion&Sedimentation Section 01100—Summary of Work ` Section 01600—Material&Equipment Section 01570—Trench Safety System Section 01555—Traffic Control&Regulation Section 01720—Field Surveying Section 01563—Tree&Plant Protection Section 01564—Control of Ground Water& Surface Water Section 01780-Computer Equipment C Referenced Standards: Occupational Safety and Health Administration(OSHA) National Fire Protection Association(NFPA) Code of Ordinances,'City of Pearland, Texas D Definitions: Underground Structures - sewer, water, gas, and other piping, and manholes, chambers, electrical and signal conduits, tunnels, and other existing subsurface installations located within or adjacent to the limits of the Work. Surface Structures - existing buildings, structures and other constructed installations above the ground surface. Included with such structures are their foundations or any extension below the surface. Surface structures include, but are not limited to 12,2011 01500-1of10 397 CITY OF PEARLANVD Project No. TR1205 TEMPORARY FACILITIES AND CONTROLS buildings, tanks, walls, bridges,roads, dams, channels, open drainage,piping,poles, wires, posts, signs, markers, curbs, walks, guard cables, fencing, and other facilities that are visible above the ground surface. 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 1.04 CONTRACTOR'S RESPONSIBILITY A The facilities and controls specified in this Section are considered minimum for the Work. The Contractor may provide additional facilities and controls for the proper execution of the Work and to meet Contractor's responsibilities for protection of persons and property. B Comply with applicable requirements specified in other Technical Specifications. Maintain and operate temporary facilities and systems to assure continuous service. Modify and extend systems as Work progress requires. Completely remove temporary materials and equipment when their use is no longer required. Restore existing facilities used for temporary services to specified or to original condition. 1.05 TEMPORARY UTILITIES A Temporary Service Make arrangements with utility service companies for such temporary services as are necessary to construct the work and manage the site. Abide by rules and regulations of the utility service companies or authorities having jurisdiction. Be responsible for utility service costs until the Work is Substantially Complete. Included are fuel,power,light,heat,and other utility services necessaryfor execution, completion,testing,and initial operation of the Work. B Water Provide water required for and in connection with Work to be performed and for specified tests of piping, equipment, devices, or for other use as required for proper completion of the Work. 12,2011 01500-329oof 10 CITY OFPEARLAND Project No. TR1205 TEMPORARY FACILITIES AND CONTROLS For water to be drawn from public water supply, obtain special permit or license and meter from the proper City officials. For facilities under construction, establish,a water/sewer billing account with City's Utility Billing Department.A deposit based on rates established by latest ordinance will be required. For water drawn from fire hydrants; apply for and receive a construction water meter from City' Public Works Department Identify specific location for construction water meter installation. Once installed,water meter may not be moved without notification of Public.Works Department.Install backflow preventer on fire hydrant supply if not included in City provided meter. Provide and maintain an adequate supply of potable water for domestic consumption by Contractor personnel. C Electricity and Lighting 1 Provide temporary electric power service in Contractor's name, as required for the prosecution of the Work, including testing of Work. Provide power for lighting, operation of the Contractor's equipment, or for any other use by Contractor or as necessary to maintain any of Owner's on-going operations as may continue on the site during any scheduled shutdown. Minimum lighting level shall be 5 foot-candles for open areas; 10 foot-candles for stairs and shops. 2 Provide permanent electric power service,in the Contractor's name,to the work or site as and when required by the schedule of the work to achieve Substantial Completion or Partial Substantial Completion. Contractor to establish service billing in its name and transfer service and billing to the Owner upon acceptance of the work as Substantially Complete and,suitable for beneficial occupancy by the Owner. D Natural Gas Provide and pay for natural gas service to the work as and when required by the schedule to achieve Substantial Completion. Contractor to establish service billing in its name and transfer service and billing to the.Owner upon acceptance of the work as Substantially Complete and suitable for beneficial occupancy by the Owner. E Temporary Heat and Ventilation Provide temporary heat as necessary .for protection or completion of the Work. Provide temporary heat and ventilation to assure safe working conditions; maintain enclosed areas at a minimum of 50 degrees F. F Telephone Provide emergency telephone service at the Project Site for use by Contractor personnel and others performing work or furnishing services. G Sanitary Facilities Provide and maintain sanitary facilities for persons on the Project Site, in compliance with federal, state, and local regulations. Locate toilets on the Project Site near the 12,2011 01500-3 of 10 399 CITY OF PEARLAND Project No. TR1205. TEMPORARY FACILITIES AND CONTROLS work and secluded from view insofar as possible. Keep toilets clean and supplied throughout the course of the Work. • Enforce the use of sanitary facilities by construction personnel at the Project Site. Such facilities shall be enclosed. Pit-type toilets will not be permitted. No discharge will be allowed from these facilities. Collect and store sewage and waste so as not to cause a nuisance or health problem; have sewage and waste hauled off-site and properly disposed in accordance with local regulations. Control areas where sanitary facilities are located in conformance with Section 01566 —Source Controls for Erosion& Sedimentation. 1.06 FIELD OFFICE A Provision of a Field Office and other specific temporary facilities as required in paragraph B below UNLESS otherwise stated in Section 00800 - Special Conditions of the Agreement,or Section 01100—Summary of Work. Provide for transportation,move-in, set-up,tie-down and,when project is complete,_removal and move-out. The Contractor shall confirm location of office and other temporary facilities with Owner's Representative at Pre-Construction Meeting prior to delivery and set up. Location of temporary facilities shall be approved by the Owner's Representative by way of the submittal process. B. At a minimum, the Contractor's field office shall provide for, contain or serve to: provide a secured space for project administrative operations, periodic progress meetings,on-site storage for project files and plans,office space for CONTRACTOR's field supervisory personnel and provide a separate securable office space for OWNER's Representative including: meeting table and chairs, a single two drawer filing cabinet, a built-in drawing table and plan holders. Provide electric lighting and HVAC to the mobile office. 1. Field Office shall provide for, at a minimum, a high speed interne connection for use by Owner's Representative or Construction Manager as controlled by Paragraph A. above. 1.07 STORAGE OF MATERIALS A Provide for storage of materials under the provisions of Section 01600—Material & Equipment. 1.08. SAFETY REQUIREMENTS A Contractor shall prepare, submit and follow a Safety Program that complies with federal, state, and local safety codes, statutes, and practices. Include in the Safety Program documented response to excavation, embankment, and trench safety requirements as specified in Section 01570—Trench Safety System. B Conduct operations in strict accord with applicable federal,state and local safety codes and statutes and with good construction practice. The Contractor is fully responsible and obligated to establish and maintain procedures for safety of all work, personnel and equipment involved in tl Work. 12,2011 01500 4of10 CITY OF PEARLAND Project No. TR1205 TEMPORARY FACILITIES AND CONTROLS C Observe and comply with Texas Occupational Safety Act (Art. 5182a, V.C.S.) and with all safety and health standards promulgated by Secretary of Labor under Section 107 of Contract Work Hours and Standards Act,published in OSHA Standards -29 CFR, Part 1926, and adopted by Secretary of. Labor under the Williams-Steiger Occupational Safety and Health Act of 1970, and to any other legislation enacted for safety and health of Contractor employees. Such safety and health standards apply to subcontractors and their employees as well as to the Contractor and its employees. D Observance of and compliance with the regulations shall be solely and without qualification the responsibility of the Contractor without reliance or superintendence of or direction by the Engineer or the Engineer's representative. Immediately advise the Engineer of investigation or inspection by Federal Safety and Health inspectors of the Contractor or subcontractor's work or place of work on the Project Site under this • Contract,and after such investigation or inspection,advise the Engineer of the results. Submit one copy of accident reports to Engineer within ten(10)days of occurrence. E Protect areas occupied by workmen using the best available devices for detection of lethal and combustible gases. Test such devices frequently to assure their functional capability. Constantly observe infiltration of liquids into the Work area for visual or odor evidence of contamination. Take immediate and appropriate steps to seal off entry of contaminated liquids to the Work area. F Safety measures, including but not limited to safety personnel, first-aid equipment, ventilating equipment and safety equipment,in the Plans and Technical Specifications are obligations of the Contractor. G Maintain required coordination with the local Police and Fire Departments during the entire period covered by the Contract. 1.09 FIRST AID EQUIPMENT . A Provide a first aid kit throughout the construction period.. List telephone numbers for physicians,hospitals, and ambulance services in each first aid kit. B Have at least one person thoroughly trained in first aid procedures present on the. Project Site whenever work is in progress._ 1.10 FIRE PROTECTION A Fire Protection Standards. Conform to specified fire protection and prevention requirements as well as those that may be established by Federal, State, or local governmental agencies. B. Comply with all applicable provisions of NFPA Standard No. 241, Safeguarding Building Construction and Demolition Operations. Provide portable fire extinguishers, rated not less than 2A or 5B in accordance with NFPA Standard No. 10,Portable Fire Extinguishers,for each temporary building,and for every 3000 square feet of floor area of facilities under construction. 12,2011 01500-5 of 10 401 CITY OF PEARLAND Project No. TR1205 TEMPORARY FACILITIES AND CONTROLS Locate portable fire extinguishers within 50 feet maximum from any point on the — Project Site. C. Fire Prevention and Safety Measures. Prohibit smoking in hazardous areas. Post suitable warning signs in areas that are continuously or intermittently hazardous. Use metal safety containers for storage and handling of flammable and combustible liquids. Do not store flammable or combustible liquids in or near stairways or exits. Maintain clear exits from all points within a structure. 1.11 SECURITY MEASURES A Protect all materials, equipment, and property associated with the Work from loss, theft,damage, and vandalism. Contractor's duty to protect property includes Owner's property. B If existing fencing or barriers are breached or removed for purposes of construction, provide and maintain temporary security fencing equal to existing as approved by Owner's Representative. 1.12 PROTECTION OF PUBLIC UTILITIES A Prevent damage to existing public utilities during construction. These utilities are shown on the Plans at their approximate locations. Give owners of these utilities at least 48 hours notice before commencing Work in the area, for locating the utilities during construction,and for making adjustments or relocation of the utilities when they conflict with the proposed Work. 1.13 PROTECTION OF PEOPLE AND PROPERTY A Preventive Actions. Take precautions, provide programs,and take actions necessary to protect the Work and public and private property from damage. Take action to prevent damage, injury or loss, including, but not limited to, the following: a. Store apparatus,materials, supplies, and equipment in an orderly, safe manner that will not unduly interfere with progress of the Work or the Work of any other contractor, any utility service company, or the Owner's operations. b. Provide suitable storage for materials that are subject to damage by exposure to weather,theft,breakage, or otherwise. c. Place upon the Work or any part thereof only such loads as are consistent with the safety of that portion of the Work. d. Frequently clean up refuse,rubbish,scrap materials,and debris caused by construction operations,keeping the Work safe and orderly. 12,2011 01500 40of 10 CITY OF PEARLAND Project No. TR1205 TEMPORARY FACILITIES AND CONTROLS e. Provide safe barricades and guard rails around openings, for scaffolding, for temporary stairs and ramps, around excavations, elevated walkways, and other hazardous areas. Obtain written consent from proper parties before entering or occupying with workers, tools,materials or equipment,privately owned land except on easements provided for construction. Assume full responsibility for the preservation of public and private property on or adjacent to the site. If any direct or indirect damage is done by or on account of any act, omission, neglect, or misconduct in execution of the Work by the Contractor, it shall be restored by the Contractor to a condition equal to or better than that existing before the damage was done. B Barricades and Warning Signals. Where Work is performed on or adjacent to any roadway, right-of-way, or public place, furnish and erect barricades, fences, lights,warning signs, and danger signals; provide watchmen;and take other precautionary measures for the protection of persons or property and protection of the Work.Conform to Section 01555—Traffic Control& Regulation. C Preserving Control Points Maintain permanent benchmarks,public or private elevation or property demarcation and control monumentation, or other reference points. Unless otherwise directed in writing,replace at no cost to the Owner,those monuments,property corners or other permanent demarcations that are damaged or destroyed in accordance with Section 01720—Field Surveying. D Tree and Plant Protection. Protect trees, shrubs, lawns, outside of grading limits and within the grading limits as designated on the Plans,and in accordance with requirements of Section 01563—Tree &Plant Protection. E Protection of Underground and Surface Structures Known underground structures, including water, sewer, electric, and telephone services are shown on the Plans in accordance with the best information available,but is not guaranteed to be correct or complete. Contractor is responsible for making Locate Calls. Explore ahead of trenching and excavation work and uncover obstructing underground structures sufficiently to determine their location, to prevent damage to them and to prevent interruption of utility services. Restore to original condition damages to underground structure at no additional cost to the Owner. Immediately notify the agency or company owning any existing utility which is damaged,broken,or disturbed. Obtain approval from the Engineer and agency for any repairs or relocations, either temporary or permanent. 12,2011 01500-7of10 403 CITY OF PEARLAND Project No. TR1205 TEMPORARY FACILITIES AND CONTROLS Necessary changes in location of the Work may be made by the Engineer to avoid unanticipated underground structures. If permanent relocation of an underground structure or other subsurface installations is required and not otherwise provided for in the Contract Documents,the Engineer will direct Contractor in writing to perform the Work, which shall be paid for under the provisions for changes in the Contract Price as described in Section 00700—General Conditions of Agreement. Support in place and protect from direct or indirect injury to underground and surface structures located within or adjacent to the limits of the Work. Install such supports carefully and as required by the party owning or controlling such structure. Before installing structure supports,Contractor shall satisfy the Engineer that the methods and procedures to be used have been approved by the owner of the structure. Avoid moving or in any way changing the property of public utilities or private service corporations without prior written consent of a responsible official of that service or public utility. Representatives of these utilities reserve the right to enter within the limits of this project for the purpose of maintaining their properties, or of making such changes or repairs to their property that may be considered necessary by performance of this Contract. Notify the owners and/or operators of utilities and pipelines of the nature of construction operations to be performed and the date or dates on which those operations will be performed. When construction operations are required in the immediate vicinity of existing structures,pipelines,or utilities,give a minimum of five (5)working days advance notice. Probe and flag the location of underground utilities prior to commencement of excavation. Keep flags in place until construction operations reach and uncover the utility. Assume risks attending the presence or proximity of underground and surface structures within or adjacent to the limits to the Work including but not limited to damage and expense for direct or indirect injury caused by the Work to any structure. Immediately repair damage caused, to the satisfaction of the owner of the damaged structure. 1.14 PROTECTION OF THE WORK Provide protection of installed products to prevent damage from subsequent operations. Remove protection facilities when no longer needed,prior to completion of the Work. Control traffic to prevent damage to equipment,materials, and surfaces. 1.15 ROADS AND PARKING A Prevent interference with traffic and Owner operations on existing roads. B Minimize use of existing streets and driveways by construction traffic. C Control traffic to prevent damage to equipment,materials, and surfaces. 12,2011 01500 8 of 10 CITY OF PEARLAND Project No. TR1205 TEMPORARY FACILITIES AND CONTROLS D Construct and maintain temporary detours, ramps, and roads to provide'for normal public traffic flow when use of public roads or streets is closed by necessities of the Work. E Provide mats or other means to prevent overloading or damage to existing roadways from tracked equipment or exceptionally large or heavy trucks or equipment F Designate temporary parking areas to accommodate construction personnel. When site space is not adequate, provide additional off-site parking. Locate as approved by Engineer. G Do not allow heavy vehicles or construction equipment unnecessarily in existing parking areas. 1.16 ENVIRONMENTAL CONTROLS A Provide and maintain methods, equipment, and temporary construction as necessary for controls over environmental conditions at the construction site and adjacent areas. B Comply with statutes,regulations, and ordinances which relate to the proposed Work for the prevention of environmental pollution and preservation of natural resources, including but not limited to the National Environmental Policy Act of 1969, PL.91- 190,Executive Order 11514. G C Provide, install and maintain storm water runoff control including but not limited to temporary entrance, silt fencing, etc. as specified in Contract Documents. D Recognize'and adhere to the environmental requirements of the Project. Disturbed areas shall be strictly limited to boundaries established by the Contract Documents. Burning of rubbish, debris or waste materials is not permitted. 1.17 POLLUTION CONTROL A Provide methods,means,and facilities required to prevent contamination of soil,water or atmosphere by discharge of noxious substances from construction operations. B Provide equipment and personnel to perform emergency measures required to contain any spillage,and to remove contaminated soils or liquids. Excavate and dispose of any contaminated earth off-site, and replace with suitable compacted fill and topsoil. C Take special measures to prevent harmful substances from entering receiving streams or storm water conveyance systems in conformance with TPDES requirements and Section 01566—Source Controls for Erosion& Sedimentation. D Provide systems for control of atmospheric pollutants. Prevent toxic concentrations of chemicals. Prevent harmful dispersal of pollutants into the atmosphere. 12,2011 01500-9of10 " 405 CITY OF PEARLAND Project No. TR1205 TEMPORARY FACILITIES AND CONTROLS E Use equipment during construction that conforms to current federal, state, and local laws and regulations. 1.18 PEST AND RODENT CONTROL A Provide rodent and pest control as necessary to prevent infestation of Project Site. B Employ methods and use materials which will not adversely affect conditions at the Project Site or adjoining properties. • 1.19 NOISE CONTROL A Provide vehicles, equipment, and construction activities that minimize noise to the greatest degree practicable. Noise levels shall conform to OSHA Standards- 29 CFR and in no case will noise levels be permitted which create a nuisance in the surrounding neighborhoods. B Conduct construction operations during daylight hours from 7:30 a.m. to 6:00 p.m. except as approved by Engineer. C Comply with Chapter 19 NOISE, Codes of Ordinances, City of Pearland, Texas. 1.20 DUST CONTROL A Control objectionable dust caused by operation of vehicles and equipment under the provisions of Section 01566—Source Controls for Erosion& Sedimentation. 1.21 WATER RUNOFF AND EROSION CONTROL A Provide methods to control surface water,runoff,subsurface water,and water pumped from excavations and structures to prevent damage to the Work, the Project Site, or adjoining properties in accordance with Section 01564—Control of Ground Water& Surface Water and Section 01566—Source Controls for Erosion& Sedimentation. B Inspect earthwork periodically to detect any evidence of the start of erosion. Apply corrective measures as required to control erosion. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 12,2011 01500-10of10 CITY OF PEARLAND MOBILIZATION Section 01505 MOBILIZATION 1.0 GENERAL 1.01 SECTION INCLUDES A Mobilization of construction equipment and facilities onto the Work. B Referenced Standards: 1. Texas Department of Transportation(TxDOT) 2. Texas Manual on Uniform Traffic Control Devices (Texas MUTCD) 1.02 MEASUREMENT AND PAYMENT A. Payment for Mobilization is on a Lump Sum basis and shall not exceed three percent (3%) of the total bid price. B. Payment for 50% of the Mobilization lump sum bid item may be included in the first monthly Application for Payment. Payment is subject to the receipt and approval by Engineer of the following items, as applicable: 1. Schedule of Values (Section 01350—Submittals) 2. Trench Safety Program(Section 01570—Trench Safety System) 3. Construction Schedule (Section 01350—Submittals) 4. Pre-construction Photographs (Section 01380—Construction Photographs) 5. Installation and acceptance of Project Identification Sign(s) (Section 01580—Project Identification Signs) 6. Installation and acceptance of Field Office(Section 01500—Temporary Facilities and Controls) 7. Installation and acceptance of TPDES requirements (Section 01565 - TPDES Requirements) C. Payment for 25% of the Mobilization lump sum bid item may be included in the second monthly Application for Payment. Payment is subject to the receipt and approval by Engineer of the following items, as applicable: 1. Installation of High Speed Internet Access (Section 01500—Temporary Facilities and Controls) 2. Laptop Computer(Section 00800—Special Conditions of Agreement) D. Payment for 15% of the Mobilization lump sum bid item may be included in the third monthly Application for Payment. E. Payment for the remaining 10%of the Mobilization lump sum bid item may be included in the fourth monthly Application for Payment. 09/2012 01505 - 1 of 1 407 CITY OF PEARLAND MOBILIZATION G. Mobilization payments will be subject to Retainage as stipulated in Section 00700 General Conditions of Agreement. 2.0 PRODUCTS 2.01 PROJECT IDENTIFICATION SIGNS A. Provide specified number of project identification sign(s)per Section 01580. The name, address and contact information of the general contractor for the project shall be shown on the sign per Section 01580 and the attached exhibit. 3.0 EXECUTION 3.01 PLACEMENT OF PROJECT IDENTIFICATION SIGNS A. Place a Project Identification Sign as described in Section 01580,part 1.03,D visible to passing traffic or as directed by Engineer. END OF SECTION 09/2012 01505- 1 of 1 408 CITY OF PEARLAND Project No. TR1205 TRAFFIC CONTROL AND REGULATION Section 01555 TRAFFIC CONTROL AND REGULATION 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for traffic control plans, signs, signals,control devices, flares, lights and traffic signals, as well as construction parking control, designated haul routes and bridging of trenches and excavations. B Requirements for and qualifications of Flaggers. C References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01140—Contractor's Use of Premises D Referenced Standards: 1. Texas Manual on Uniform Traffic Control Devices(Texas MUTCD) 1.02 MEASUREMENT AND PAYMENT A Traffic Control and Regulation. Measurement is on a Lump Sum basis for Traffic Control and Regulation, including submittal of a traffic control plan if different from the one provided on the Plans, provision of traffic control devices, and provision of equipment and personnel as necessary to protect the Work and the public. The amount invoiced shall be determined based on the Schedule of Values submitted for traffic control and regulation. B Flaggers. Measurement is on a Lump Sum basis for Flaggers as required for the Work. The amount invoiced shall be determined based on the Schedule of Values submitted for Flaggers. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B A Traffic Control Plan responsive to the Texas MUTCD and sealed by a Registered Professional Engineer is incorporated into the Plans. If the Contractor proposes to implement traffic control different than the plan provided, he shall submit a Traffic Control Plan in conformance with Texas MUTCD for approval of the Engineer. C For both the Traffic Control Plan and Flaggers' use, submit Schedules of Values within 30 days following the Notice to Proceed. 6 D Each week submit a daily log for Flaggers listing name,badge number,time start,time finish,and hours worked. 03/2008 01555- 1 of 4 409 • CITY OF PEARLAND Project No. TR1205 TRAFFIC CONTROL AND REGULATION 1.04 FLAGGERS A Unless otherwise specified, use only Flaggers who are off-duty, regularly employed, uniformed Peace Officers. B Flaggers are required at the following locations: 1. Where multi-lane vehicular traffic must be diverted into single-lane vehicular traffic. 2. Where vehicular traffic must change lanes abruptly. 3. Where construction equipment either enters or crosses vehicular traffic lanes and walks. 4. Where construction equipment may intermittently encroach on vehicular traffic lanes and unprotected walks and cross-walks. 5. Where construction activities might affect public safety and convenience. 6. Where traffic regulation is needed due to rerouting of vehicular traffic around the work site. 7. When requested by Owner. C The use of Flaggers is for the purpose of assisting in the regulation of traffic flow and movement, and does not in any way relieve the contractor of full responsibility for taking such other steps and provide such other Flaggers or personnel as the Contractor may deem necessary to protect the work and the public, and does not in any way relieve the Contractor of his responsibility for any damage for which he would otherwise be liable. Flaggers shall be used and maintained at such points for such periods of time as may be required to provide forr the public safety and convenience of travel. 2.0 PRODUCTS 2.01 SIGNS, SIGNALS, AND DEVICES A Comply with Texas MUTCD regulations. B Traffic Cones and Drums, Flares and Lights: As approved by agencies having jurisdiction. 3.0 EXECUTION 3.01 PUBLIC ROADS A Abide by laws and regulations of governing authorities when using public roads. If the Contractor's work requires that public roads be temporarily impeded or closed, approvals shall be obtained from governing authorities and permits paid for before starting any work. Coordinate activities with the Engineer. B Contractor shall maintain at all times a 10-foot-wide all-weather lane adjacent to work areas which shall be kept free of construction equipment and debris and shall be for the use of emergency vehicles,or as otherwise provided in the Traffic Control Plan. 03/2008 - 01555 - of 4 CITY OF PEARLAND Project No. TR1205 TRAFFIC CONTROL AND REGULATION (, C Contractor shall not obstruct the normal flow of traffic from 7:00 a.m.to 9:00 a.m.and 4:00 p.m.to 6:00 p.m. on designated major arterials or as directed by the Engineer. D Contractor shall maintain local driveway access to residential and commercial properties adjacent to work areas at all times. E Cleanliness of Surrounding.Streets: 1. Keep streets used for entering or leaving the job area free of excavated material,debris,and any foreign material resulting from construction operations. Leave the area broom-clean or its equivalent at the end of the work day. F Control vehicular parking to prevent interference with public traffic and parking,and access by emergency vehicles. G Monitor parking of construction personnel's vehicles in existing facilities. Maintain vehicular access to and through parking areas. H Prevent parking on or adjacent to access roads or in non-designated areas. 3.02 FLARES AND LIGHTS A Provide flares and lights during hours of low visibility to delineate traffic lanes and to guide traffic. 3.03 HAUL ROUTES A Utilize haul routes designated by Owner or shown on the Plans for construction traffic. B Confine construction traffic to designated haul routes. C Provide traffic control at critical areas of haul routes to regulate traffic and minimize interference with public traffic. D Contractor shall be responsible for any damage caused by vehicles utilizing haul. routes. 3.04. TRAFFIC SIGNS AND SIGNALS 0 ' A Install traffic control devices at approaches to the site and on site, at crossroads, detours, parking areas,, and elsewhere as needed to direct construction and affected public traffic. - B Relocate traffic signs and control devices as Work progresses to maintain effective traffic control. 3.05 BRIDGING TRENCHES AND EXCAVATIONS • A Whenever necessary,bridge trenches and excavation to permit an unobstructed flow of traffic. 03/2008 01555-3 of 4 411 CITY OF PEARLAND Project No. TR1205 TRAFFIC CONTROL AND REGULATION B Secure bridging against displacement by,using adjustable cleats,angles,bolts or other devices whenever bridge is installed: 1. On an existing bus route; 2. When more than five percent of daily traffic is comprised of commercial or truck traffic; 3. When more than two separate plates are used for the bridge;or 4. When bridge is to be used for more than five consecutive days. C Install bridging to operate with minimum noise. D Adequately shore the trench or excavation to support bridge and traffic. E Extend steel plates used for bridging a minimum of one foot beyond edges of trench or excavation. Use temporary paving materials (premix) to feather edges of plates to minimize wheel impact on secured bridging. F Use steel plates of sufficient thickness to support H-20 loading, truck or lane, that produces maximum stress. 3.06 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. B Remove,equipment and devices when no longer required. C Repair damage caused by installation. D Remove post settings to a depth of 2 feet. END OF SECTION 03/2008 01555 12 of 4 CITY OF PEARLAND Project.No. TR1205 REINFORCED FILTER FABRIC BARRIER Section 01561 REINFORCED FILTER FABRIC BARRIER 1.0 GENERAL. 1.01 SECTION INCLUDES A Installation of reinforced filter fabric barrier to control erosion and contain sediments and pollutants in channelized flow areas. B References to Technical Specifications: 1. Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3. Section 01566—Source Controls for Erosion& Sedimentation • C Referenced Standards: 1. American Society for Testing and Materials(AS TM) a. ASTM D 3786,"Standard Test Method for Hydraulic Bursting strength of Textile Fabrics" b. ASTM D 4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" 1.02 MEASURMENT AND PAYMENT A Measurement for reinforced filter fabric barrier is on a linear foot basis between the limits of the beginning and ending fence posts, measured, accepted, and complete in place. B Payment for filter fabric barrier will include and be full compensation for all labor, equipment, materials, supervision, and incidental expenses for construction of these items,complete in place,including,but not.limited to protection of trees,maintenance requirements, repair and replacement of damaged sections, removal of sediment deposits, and removal of erosion and sediment control systems at the end of construction.. C Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS . A Make Submittals required by this Section under the provisions of Section 01350 Submittals: B Manufacturer's catalog sheets and other product data on geotextile fabric. 05/2008 01561- 1 of3 413 CITY OF PEARLAND Project No. TR1205 REINFORCED FILTER FABRIC BARRIER 2.0 PRODUCTS 2.01 FILTER FABRIC A Provide woven or nonwoven geotextile filter fabric made of either polypropylene, polyethylene,ethylene,or polyamide material. B By ASTM - D4632, geotextile fabric shall have a grab strength of 100 psi in any principal direction, a Mullen burst strength exceeding 200psi by ASTM-D3786,and the equivalent opening size between 50 and 140. C Filter fabric shall contain ultraviolet inhibitors and stabilizers to provide a minimum of 6 months of expected usable construction life at a temperature range of 0 degrees F to 120 degrees F. D Representative Manufacturer: Mirafi,Inc.,or equal. 2.02 FILTER FABRIC REINFORCEMENT A Provide woven galvanized steel wire fence with minimum thickness of 14 gauge and a maximum mesh spacing of 6 inches. B Welded wire shall be galvanized,2-inch by 4-inch,welded wire fabric, 12 %gauge. 2.03 EXECUTION 2.04 PREPARATION A Provide erosion and sediment control systems at the locations shown on Plans. Such systems shall be of the type indicated and shall be constructed in accordance with the requirements shown on the Plans and specified in this Section. B Erosion and sediment control measures shall be in place prior to the start of any Work. that exposes the soil, other than as specifically directed by the Engineer to allow soil testing and surveying. C Regularly inspect and repair or replace damaged components of filter fabric barrier. Unless otherwise directed,maintain the erosion and sediment control systems until the Work is accepted by the Owner. Remove erosion and sediment control systems promptly when directed by the Engineer. Discard removed materials in accordance with Section 1562—Waste Material Disposal. D Conduct all construction operations under this Contract in conformance with the erosion control practices described in Section 01566-Source Controls for Erosion& Sedimentation. 05/2008 015 1 - of 3 CITY OF PEARLAND Project No. TR1205 REINFORCED FILTER FABRIC BARRIER 2.05 INSTALLATION A Install reinforced filter fabric barriers for erosion and sediment control used during construction and until the final development of the Project Site. Reinforced filter fabric barriers are used to retain sedimentation in channelized flow areas. B Provide reinforced filter fabric barrier in accordance with the Plan detail for Reinforced Filter Fabric Barrier. Reinforced filter fabric barrier systems shall be installed in such a manner that runoff will percolate through the system and allow sediment to be retained and accumulated. C Trench in the toe of the reinforced filter fabric barrier with a spade or mechanical trencher as shown on the Plans. Lay filter fabric along the edges of the trench. Backfill and compacttrench. D Reinforced filter fabric barrier shall have a height of 18 inches. E Securely fasten the filter fabric to the wire with tie wires. F Provide the filter fabric in continuous rolls and cut to the length of the fence to minimize the use of joints. When joints are necessary, splice the fabric together only at a support post with a minimum 6-inch overlap and seal securely. G Inspect the reinforced filter fabric barrier systems after each rainfall, daily during. periods of prolonged rainfall, and at a minimum once each week. Repair or replace damaged sections immediately. Remove sediment deposits when silt reaches a depth one-third the height of the barrier or 6 inches,whichever is less. END OF SECTION • 05/2008 01561-3 of 3 415 CITY OF PEARLAND Project No. TR1205 WASTE MATERIAL DISPOSAL Section 01562 WASTE MATERIAL DISPOSAL 1.0 GENERAL 1.01 SECTION INCLUDES A Disposal of waste material and salvageable material. B References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01566—Source Controls for Erosion&Sedimentation 3. Section 01600—Materials&Equipment 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Obtain and submit applicable permits for proposed disposal sites. C Submit a Waste Material Disposal Plan. D Submit a copy of written permission from property owners, along with a description of the property,prior to disposal of excess material adjacent to the Project Site. Submit a written and signed release from property owner upon completion of disposal work. City of Pearland requires individual fill placement permits for all fill placed within the City limits. 1.04 WASTE MATERIAL DISPOSAL PLAN A Contractor shall formulate and implement a plan for the collection and disposal of waste materials on the Project Site which includes the following information: 1. Schedule for collection and inspection. 2. Location of trash and waste receptacles. 3. Provisions for liquid waste and potential water pollutants material. B The plan shall comply with applicable•federal, state, and local health and safety regulations and Section 01566 Source Controls for Erosion& Sedimentation. 2.0 PRODUCTS - Not Used 07/2006 01562 - of 3 CITY OF PEARLAND Project No. TR1205 WASTE MATERIAL DISPOSAL 3.0 EXECUTION 3.01 SALVAGEABLE MATERIAL A Excavated material: When indicated on Plans, load, haul, and deposit excavated material at a location or locations outside the limits of Project Site. B Base, surface, and bedding material: Deliver gravel, asphaltic, or other base and surfacing material designated for salvage to the location designated by the Engineer. C Pipe culvert: Deliver culverts designated for salvage to Owner's storage area. D Other salvageable materials: Conform to requirements of individual Technical Specifications. E Coordinate delivery of salvageable material with Engineer. F When temporary, on-site storage of salvaged materials is required, comply with applicable provisions of Section 01600—Materials&Equipment. 3.02 SEDIMENT DISPOSAL A Remove sediment deposits and dispose of them at the designated spoil site for the Project. If a spoil site is not designated on the Plans,dispose of sediment off site at a location not in or adjacent to a stream or floodplain. B Off-site disposal is the responsibility of the Contractor. C Sediment to be placed at the Project Site should be spread evenly throughout the designated area,compacted and stabilized. Sediment shall not be allowed to flush into a stream or drainage way. D If sediment has been contaminated, it shall be disposed of in accordance with existing federal, state, and local rules and regulations. 3.03 EXCESS MATERIAL, WASTE, AND EQUIPMENT A Vegetation,rubble,broken concrete,debris,asphaltic concrete pavement,excess soil, and other materials not designated for salvage,shall become the property of Contractor and shall be removed from the Project Site and legally disposed of. B Dispose of removed equipment,materials,waste and debris in a manner conforming to applicable laws and regulations C Excess soil may be deposited on private property adjacent to the Project Site when written permission is obtained from property owner under the provisions of this Section, 1.03D. 07/2006 01562-2 of 3 417 CITY OF PEARLAND Project No. TR1205 WASTE MATERIAL DISPOSAL D Verify the flood plain status of any proposed disposal site. Do not dispose of excavated materials in an area designated as within the 100-year Flood Hazard Area. E Waste materials shall be removed from the site on a daily basis, such that the site is maintained in a neat and orderly condition. F No materials shall be disposed in a manner to damage the Owner in any way. END OF SECTION • 07/2006 015 2- of 3 CONTROL OF GROUND WATER CITY OF PEARLAND Project No. TR1205 AND SURFACE WATER Section 01564 CONTROL OF GROUND WATER AND SURFACE WATER 1.0 GENERAL 1.01 SECTION INCLUDES A Dewatering,depressurizing,draining,and maintaining trench and structure excavations and foundation beds in dry and stable condition. B Protecting work against surface runoff and rising flood waters. C Disposing of removed water. D References to Technical Specifications: 1. Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3. Section 01570—Trench Safety Systems 4. Section 01565—TPDES Requirements 5. Section 01566—Source Controls for Erosion&Sedimentation E Referenced Standards: 1. Occupational Safety and Health Administration(OSHA) 2. Texas Commission on Environmental Quality(TCEQ) 3. Code of Ordinances, City of Pearland,Texas 4. Water Well Drillers and Pump Installers Advisory Council(WWD/PI) F Defmitions: 1. Ground Water Control Systems-installations external to the excavation such as well points,eductors,or deep wells. Groundwater control includes dewatering and depressurization. a. Dewatering-lowering the water table and intercepting seepage which would otherwise emerge from slopes or bottoms of excavations and disposing of removed water. The intent of dewatering is to increase stability of excavated slopes; prevent dislocation of material from slopes or bottoms of excavations;reduce lateral loads on sheeting and bracing; improve excavating and hauling characteristics of excavated material;prevent failure or heaving of the bottom of excavations; and to provide suitable conditions for placement of backfill materials and construction of structures and other installations. b. Depressurization- reduction in piezometric pressure within strata not controlled by dewatering alone, as required to prevent failure or heaving of excavation bottom. 2. Surface Water Control-diversion and drainage of surface water runoff and rain water away from the excavation. 3. Excavation Drainage-keeping excavations free of surface and seepage water. 02/2008 01564- 1 of 8 419 CONTROL OF GROUND WATER CITY OF PEARLAND Project No. TR1205 AND SURFACE WATER 1.02 MEASUREMENT AND PAYMENT A Measurement for and control of ground water for open cut pipe excavations shall be on a linear foot basis and shall not exceed the length of open cut pipe installation in the area requiring ground water control. Unless indicated as a Bid Item,no separate payment will be made for control of ground water for any condition(s) other than those described in this Section, 1.02A. No separate payment will be made for control of surface water. Include the cost to control non-pipe excavation ground water and surface water in price for Work requiring such controls. C Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit a Ground Water and Surface Water Control Plan for review by the Engineer prior to start of any field work. The plan shall be signed by a Professional Engineer registered in the State of Texas. The plan shall include the following: 1. Results of subsurface investigation and description of the extent and characteristics of water bearing layers subject to ground water control. 2. Names of equipment suppliers and installation subcontractors. 3. A description of proposed ground water_control systems indicating arrangement,location,depth and capacities of system components, installation details and criteria,and operation and maintenance procedures. 4. A description of proposed monitoring and control system indicating depths and locations of piezometers and monitoring wells,monitoring installation details and criteria,type of equipment and instrumentation with pertinent data and characteristics. 5. A description of proposed filters including types,sizes,capacities and manufacturer's application recommendations. 6. ' Design calculations demonstrating adequacy of proposed systems for intended applications. Define potential area of influence of ground water control operation near contaminated areas. 7. Operating requirements,including piezometric control elevations for dewatering and depressurization. 8. Excavation drainage methods including typical drainage,layers,sump pump application and other necessary means. 9. Surface water control and drainage installations. 10. Proposed methods and locations for disposing of removed water. C Submit the following records upon completed initial installation:. 1. Installation and development reports for well points,eductors,and deep wells. 02/2008 01564 - of 8 CONTROL OF GROUND WATER CITY OF PEARLAND Project No. TR1205 AND SURFACE WATER 2. Installation reports and baseline readings for piezometers and monitoring wells. 3. Baseline analytical test data of water from monitoring wells. 4. Initial flow rates. D Submit the following records on a weekly basis during operations: 1. Records of flow rates and piezometric elevations obtained during monitoring of dewatering and depressurization. Refer to this Section,3.02 "Requirements for Eductor,Well Points,or Deep Wells". 2. Maintenance records for ground water control installations,piezometers, and monitoring wells. E Submit the following records at end of the Work. Decommissioning (abandonment) reports for monitoring wells and piezometers installed by other during the design phase and left for Contractor's monitoring and use. 1.04 PERFORMANCE REQUIREMENTS A Conduct subsurface investigations to identify groundwater conditions and to provide parameters for design, installation,and operation of groundwater control systems. B Design a ground water control system, compatible with the requirements of OSHA Standards -29 CFR, Part 1926, and Section 01570 - Trench Safety Systems of these Technical Specifications,to produce the following results: 1. Effectively reduce the hydrostatic pressure affecting excavations. 2. Develop a substantially dry and stable subgrade for subsequent construction operations. 3. Preclude damage to adjacent properties,buildings,structures,utilities, installed facilities,and other work. 4. Prevent the loss of fines, seepage,boils, quick condition,or softening of the foundation strata. 5. Maintain stability of sides and bottom of excavations. C Ground water control systems may include single-stage or multiple-stage well point systems, eductor and ejector-type systems, deep wells, or combinations of these equipment types. D Provide drainage of seepage water and surface water, as well as water from any other source entering the excavation. Excavation drainage may include placement of drainage materials, such as crushed stone and filter fabric, together with sump pumping. E Provide ditches,berms,pumps and other methods necessary to divert and drain surface water from excavation and other work areas. F, Locate ground water control and drainage systems so as not to interfere with utilities, construction operations,adjacent properties,or adjacent water wells. 02/2008 01564-3 of 8 421 CONTROL OF GROUND WATER CITY OF PEARLAND Project No. TR1205 AND SURFACE WATER G Assume sole responsibility for ground water control systems and for any loss or • damage resulting from partial or complete failure of protective measures and any settlement or resultant damage caused by the ground water control operations. Modify ground water control systems or operations if they cause or threaten to cause damage to new construction, existing site improvements, adjacent property, or adjacent water wells, or affect potentially contaminated areas. Repair damage caused by ground water control systems or resulting from failure of the system to protect property as required. H Provide an adequate number of piezometers installed at the proper locations and depths as required to provide meaningful observations of the conditions affecting the excavation,adjacent structures,and water wells. I Provide environmental monitoring wells installed at the proper locations and depths as required to provide .adequate observations of hydrostatic conditions and possible contaminant transport from contamination sources into the work area or into the ground water control system. J Decommission piezometers and monitoring wells installed during design phase studies and left for Contractors monitoring and use. 1.05 ENVIRONMENTAL REQUIREMENTS A Comply with requirements of agencies having jurisdiction. B Comply with TCEQ regulations and WWD/PI Advisory Council for development, drilling,and abandonment of wells used in dewatering system. C Obtain permit from TCEQ under the Texas Pollutant Discharge Elimination System (TPDES),for storm water discharge from construction sites. Refer to Section 01565— TPDES,3.02"Certification Requirements". D Obtain all necessary permits from agencies with control over the use of groundwater and matters affecting well installation, water discharge, and use of existing storm drains and natural water sources. Because the review and permitting process may be. lengthy,take early action to pursue and submit for the required approvals. E Monitor ground water discharge for contamination while performing pumping in the vicinity of potentially contaminated sites. F Implement control of ground and surface water under the provisions of Section 01566 Source Controls for Erosion& Sedimentation. 2.0 PRODUCTS 2.01 EQUIPMENT AND MATERIALS A Equipment and materials are at the option of Contractor as necessary to achieve desired results for dewatering. Selected equipment and materials are subject to review 02/2008 01564 22 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND Project No. TR1205 AND SURFACE WATER of the Engineer through Submittals required in Section 01350 — Submittals, 1.06 "Operations and Maintenance Data". B Eductors, well points, or deep wells, where used, must be furnished, installed and operated by an experienced contractor regularly engaged in ground water control system design,installation,and operation. C Equipment and instrumentation for monitoring and control of the ground water control system includes piezometers and monitoring wells, and devices, such as flow meters, for observing and recording flow rates. D All equipment must be in good repair and operating order. E Sufficient standby equipment and materials shall be kept available to ensure continuous operation,where required. 3.0 EXECUTION 3.01 GROUND WATER CONTROL A Perform a subsurface investigation by borings as necessary to identify water bearing layers,piezometric pressures,and soil parameters for design and installation of ground water control systems. Perform pump tests, if necessary to determine the drawdown. characteristics of the water-bearing layers. The results shall be presented in the Ground Water and Surface Water Control Plan.Refer to this Section, 1.03B. B Provide labor, material, equipment, techniques and methods to lower, control and handle ground water in a manner compatible with construction methods and site conditions. Monitor effectiveness of the installed system and its effect on adjacent property. C Install, operate, and maintain ground water control systems in accordance with the Plan. Notify Engineer in writing of any changes made to accommodate field conditions and changes to the Work. Provide revised drawings and calculations with such notification. D Provide for continuous system operation, including nights,weekends,and holidays. Arrange for appropriate backup if electrical power is primary energy source for dewatering system. E Monitor operations to verify that the system lowers ground water piezometric levels at a. rate required to maintain a dry excavation resulting in a stable subgrade for prosecution of subsequent operations. F Where hydrostatic pressures in confined water bearing layers exist below excavation, depressurize those zones to eliminate risk of uplift or other instability of excavation or installed works. Allowable piezometric elevations shall be defined in the Plan. 02/2008 01564-5 of 8 423 CONTROL OF GROUND WATER CITY OF PEARLAND Project No. TR1205 AND SURFACE WATER G Maintain water level below subgrade elevation. Do not allow levels to rise until foundation concrete has achieved design strength. H During backfilling,dewatering may be reduced to maintain water level a minimum of 5 feet below prevailing level of backfill. However, do not allow that water level to result in uplift pressures in excess of 80 percent of downward pressure produced by weight of structure or backfill in place. Do not allow water levels to rise into cement stabilized sand until at least 48 hour after placement. I Provide a uniform diameter for each pipe drain run constructed for dewatering. Remove pipe drain when it has served its purpose. If removal of pipe is impractical, provide grout connections at 50-foot intervals and fill pipe with cement-bentonite grout or cement-sand grout when pipe is removed from service. J Extent of construction ground water control for structures with a permanent perforated underground drainage system may be reduced,such as for units designed to withstand hydrostatic uplift pressure. Provide a. means of draining the affected portion of underground system, including standby equipment. Maintain drainage system during operations and remove it when no longer required. K Remove system upon completion of construction or when dewatering and control of surface or ground water is no longer required. L Compact backfill as required by the Contract Documents. 3.02 REQUIREMENTS FOR EDUCTOR, WELL POINTS, OR DEEP WELLS A For aboveground piping in groundwater control system, include a 12-inch minimum length of clear, transparent piping between every eductor well or well point and. discharge header so that discharge from each installation can be visually monitored. B Install sufficient piezometers or monitoring wells to show that all trench or shaft excavations in water bearing,materials are predrained prior to excavation. Provide. separate . piezometers for monitoring of dewatering and for monitoring of depressurization. Install piezometers and monitoring wells for tunneling as appropriate for Contractor's selected method of work. C Install piezometers or monitoring wells not less than one week in advance of beginning the associated excavation. D Dewatering may be omitted for portions of underdrains or other excavations,but only where auger borings and piezometers or monitoring wells show that soil is predrained by an existing system such that the criteria of the Ground Water and Surface Water Control Plan are satisfied. 02/2008 01564 - of 8 CONTROL OF GROUND WATER CITY OF PEARLAND Project No. TR1205 AND SURFACE WATER r E Replace installations that produce noticeable amounts of sediments after development. F Provide additional ground water control installations or change the methods in the event that the installations according to the Ground Water and Surface Water Control Plan do not provide satisfactory results based on the performance criteria defined by the Plan and by this Section. Submit a revised Plan according to this Section, 1.03A. G Mechanical dewatering equipment shall comply with Chapter 19 NOISE, Code of Ordinances,City of Pearland,Texas. 3.03 EXCAVATION DRAINAGE A Contractor may use excavation drainage methods if necessary to achieve well drained, stable trench conditions. The excavation drainage may consist of the following methods or combination of methods: 1. Sump pumping in combination with: a. Layer of crushed stone and filter fabric. b. Sand and gravel drains. 2. Wells for ground water control. • B Use sump pumping and a drainage layer,as defined in ASTM D 2321,placed on the foundation beneath pipe bedding or thickened bedding layer of Class I material. 3.04 MAINTENANCE AND OBSERVATION A Conduct daily maintenance and observation of piezometers or monitoring wells while the ground water control installations or excavation drainage are operating in an area. Keep system in good operating condition. B Replace damaged and destroyed piezometers or monitoring wells with new piezometers or wells as necessary to meet observation schedule. C Cut off piezometers or monitoring wells in excavation areas where piping is exposed, only as necessary to perform observation as excavation proceeds. Continue to maintain and make observations,as specified. D Remove and grout piezometers inside or outside the excavation area when ground water control operations are complete. Remove and grout monitoring wells when directed by the Engineer. 3.05 MONITORING AND RECORDING A Monitor and record average flow rate of operation for each deep well, or for each wellpoint or eductor header used in dewatering system. Also monitor and record water level and ground water recovery. These records shall be obtained daily until steady conditions are achieved,and twice weekly thereafter. • 02/2008 01564-7 of 8 425 CONTROL OF GROUND WATER CITY OF PEARLAND Project No. TR1205 AND SURFACE WATER B Observe and record elevation of water level daily as long as ground water control system is in operation, and weekly thereafter until the Work is completed or piezometers or wells are removed, except when Engineer determines that more frequent monitoring and recording are required. Comply with Engineer's direction for increased monitoring and recording and take measures as necessary to ensure effective dewatering for intended purpose. 3.06 SURFACE WATER CONTROL A Intercept surface water and divert it away from excavations through use of dikes, ditches,curb walls,pipes, sumps or other approved means. The requirement includes temporary works required to protect adjoining properties from surface drainage caused by construction operations. B Divert surface water and seepage water into sumps and pump it into drainage channels or storm drains, when approved by agencies having jurisdiction. Provide settling basins when required by such agencies. C Provide additional surface water control measures or change the methods in the event that the measures according to the Ground Water and Surface Water Control Plan do not provide satisfactory results based on the performance criteria defined by the Plan and by this Section. Submit a revised Plan according to this Section, 1.03B. END OF SECTION 02/2008 01564 - of 8 CITY OF PEARLAND Project No. TR1205 TPDES REQUIREMENTS Section 01565 TPDES REQUIREMENTS 1.0 GENERAL A DEFINITIONS As used herein and in conjunction with TPDES General Permit No. TXR150000, the term OPERATOR refers to the CONTRACTOR. 1.01 SECTION INCLUDES A Description of the required documentation to be prepared signed and submitted by the Contractor before conducting construction operations, in accordance with the terms and conditions of the Texas Pollutant Discharge Elimination System (TPDES) General Permit TXR150000 as issued March 5, 2003, re-issued March 5, 2013, by the Texas Commission on Environmental Quality under the provisions of Section 402 of the Clean Water Act and Section 26.040 of the Texas Water Code. B Contractor's responsibility for implementation, maintenance, and inspection of storm water pollution prevention control measures including, but not limited to,. erosion and sediment controls, storm water management plans, waste collection and disposal, off-site vehicle tracking, and other practices shown on the Plans or specified elsewhere in this or other Technical Specifications. This Specification provides guidelines and Best Management Practices (BMP's) information for the Contractor to use in adhering to all local, state and federal environmental regulations with respect to storm water pollution prevention during construction activity. C References to Technical Specifications: 1. Section 01350-Submittals 2. Section 01310—Coordination&Meetings 3. Section 01770—Contract Closeout D Referenced Standards: 1. Texas Commission on Environmental Quality(TCEQ) E Other References: 1. Storm Water Pollution Prevention Plan(SWPPP)found in Appendix A of these Technical Specifications. .. 1.02 MEASUREMENT AND PAYMENT . A . Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 04-2013 01565 - 1 of 4 427 CITY OF PEARLAND Project No. TR1205 TPDES REQUIREMENTS 1.03 SUBMITTALS • A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 2.0 PRODUCTS. - Not Used 3.0 EXECUTION 3.01 REQUIRED NOTICES A The Contractor shall complete, sign, and date the Contractor's Notice of Intent (NOI) attached in Appendix A. The Contractor's NOI shall be submitted to the TCEQ. It is.the Contractor's responsibility to pay for any fees associated with the permit. Submission of the NOI is required by the Contractor before construction operations begin. • B Upon completion of construction and acceptance of the Work by the Owner, the Contractor shall complete,. sign, date and submit the Contractor's Notice of Termination(NOT) attached in Appendix A. 3.02 CERTIFICATION REQUIREMENTS A On the Operator's Information form attached in Appendix A, the Contractor shall complete name, address, and telephone number for the Contractor; the names of persons or firms responsible for maintenance and inspection of erosion and sediment control measures and all Subcontractors. B The Contractor, and Subcontractors named in the Contractor's Information form shall read, sign, and date the Contractor's/Subcontractor's Certification form, attached in Appendix A. C The persons or firms responsible for maintenance and inspection of erosion and sediment control measures shall read, sign, and date the Contractor's Inspection and Maintenance Certification form, attached in Appendix A. D The Contractor's Information form and all certification forms shall be submitted to the Owner before beginning construction. E . Contractor shall review implementation of the SWPPP in a meeting with the Owner and Engineer prior to start of construction in accordance with Section 01310 — Coordination&Meetings. 3.03 RETENTION OF RECORDS A The Contractor shall keep a copy of the SWPPP at the Project Site or at the Contractor's office from the date that it became effective to the date the Work is accepted by the Owner. B At,Contract Closeout, the Contractor shall submit to the Owner all TPDES forms and certifications, as well a copy of the SWPPP, in accordance with Section 04-2013 01564282 of 4 CITY OF PEARLAND Project No. TR1205 TPDES REQUIREMENTS 01770 — Contract Closeout. The SWPPP records and data will be retained by Owner for a period of 3 years from the date the Work is accepted by the Owner. 3.04 POSTING OF NOTICES A The following notices shall be posted from the date that this SWPPP goes into effect until the date the Work is accepted by the Owner: 1. Copies of the Notices of Intent submitted by the Contractor and a brief Description of Construction Activity being conducted at the Project.Site, as given in Article 1 of the SWPPP, shall be posted at the Project Site or at Contractor's office in a prominent place for public viewing. 2. Notice to drivers of equipment and vehicles, instructing them to stop, check, and clean tires of debris and mud before driving onto traffic lanes. Post such notices at every stabilized construction exit area. 3. In an easily visible location on Project Site,post a notice of waste disposal procedures. 4. Notice of hazardous material handling and emergency procedures shall be posted with the NOI on Project Site. Keep copies of Material Safety Data Sheets at a location on Project Site that is known to all personnel. 5. Keep a copy of each signed certification at the Project Site or at Contractor's office. APPENDIX A FOLLOWS THIS SECTION END OF SECTION 04-2013 01565-3 of 4 429 CITY OF PEARLAND Project No. TR1205 TPDES REQUIREMENTS Section 01565 TPDES REQUIREMENTS (APPENDIX A) TABLE OF CONTENTS TCEQ General Permit NOI TCEQ Form-20022 • TCEQ Form-20134 NOC TCEQ Form 20391 NOT TCEQ Form-20023 Site Notice Forms 04-2013 01565 - of 4 • Texas Commission on Environmental Quality P.O.Box 13o87,Austin,Texas 78711-3087 4:c .•A xi.GENERAL PERMIT TO DISCHARGE UNDER THE TEXAS POLLUTANT DISCHARGE ELIMINATION SYSTEM under provisions of Section 402 of the•Clean Water Act and Chapter 26 of the Texas Water Code This permit supersedes and replaces TPDES General Permit No.TXRih0000,issued March 5,2008 Construction sites that discharge stormwater associated with construction activity located in the state of Texas • may discharge to surface water in the state .. only according to monitoring requirements and other conditions set forth in this general permit,as well as the rules of the Texas Commission on Environmental Quality(TCEQ or Commission),the laws of the State of Texas,and other orders Of the Commission of the TCEQ. The issuance of this general permit does not grant to the-permittee the right to use private or public property for conveyance of stormwater and certain non-stormwater discharges along the discharge route. This includes property belonging to but not limited to any individual,partnership,corporation or other entity. Neither does this general permit authorize any invasion of personal rights nor any violation of federal,state,or local laws or regulations. It is the respoiisiliility of the permittee to acquire property rights as may be necessary to use the discharge route. • This general permit and the authorization contained herein shall expire at midnight,five years from the permit effective date. EFFECTIVE DATE: March 5,2013 ISSUED DATE: F E B 1 9 2013 utur For mission 431 Construction General Permit TPDES General Permit TXR150000 TPDES GENERAL PERMIT NUMBER TXRi50000 RELATING TO STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITIES Table of Contents Part I. Flow Chart and Definitions 5 Section A. Flow Chart to Determine Whether Coverage is Required 5 Section B. Definitions 6 Part II. Permit Applicability and Coverage 12 Section A. Discharges Eligible for Authorization 12 1. Stormwater Associated with Construction Activity 12 2. Discharges of Stormwater Associated with Construction Support Activities 12 3. Non-Stormwater Discharges 12 4. Other Permitted Discharges 13 Section B. Concrete Truck Wash Out 13 Section C. Limitations on Permit Coverage 13 1. Post Construction Discharges 13 2. Prohibition of Non-Stormwater Discharges 13 3. Compliance With Water Quality Standards 13 4. Impaired Receiving Waters and Total Maximum Daily Load(TMDL) Requirements 14 5. Discharges to the Edwards Aquifer Recharge or Contributing Zone 14 6. Discharges to Specific Watersheds.and Water Quality,Areas 14 7. Protection of Streams and Watersheds by Other Governmental Entities 14 8. Indian Country Lands 14 9. Oil and Gas Production 15 10. Stormwater Discharges from Agricultural Activities 15 11. Endangered Species Act 15 12. Other 15 Section D. • Deadlines for Obtaining Authorization to Discharge 15 1. Large Construction Activities 15 2. Small Construction Activities 15 Section E. Obtaining Authorization to Discharge • i6 1. Automatic Authorization for Small Construction Activities With Low Potential for Erosion. 16 2. Automatic Authorization For All Oth, mall Construction Activities. 17 3. Authorization for Large Construction Activities: 1" Page 2 432 Construction General Permit TPDES General Permit TXRi50000 4. Waivers for Small Construction Activities. i8 5. Effective Date of Coverage i8 6. Notice of Change(NOC) 18 7. Signatory Requirement for NOI Forms,Notice of Termination(NOT)Forms,NOC Letters,and Construction Site Notices 19 8. Contents of the NOI 19 Section F. Terminating Coverage 20 1. Notice of Termination(NOT)Required 20 2. Minimum Contents of the NOT 20 3. Termination of Coverage for Small Construction Sites and for Secondary Operators • at Large Construction Sites 20 4. Transfer of Operational Control 21 Section G. Waivers from Coverage 21 1. Waiver Applicability and Coverage 22 2. Steps to Obtaining a Waiver 22 3. Effective Date of Waiver 22 4. Activities Extending Beyond the Waiver Period 22 Section H. Alternative TPDES Permit Coverage 23 1. Individual Permit Alternative 23 2. Individual Permit Required 23 3. Alternative Discharge Authorization 23 Section I. Permit Expiration 23 Part III. Stormwater Pollution Prevention Plans(SWP3) 24 Section A. Shared SWP3 Development 24 Section B. Responsibilities of Operators 25 1. Secondary Operators and Primary Operators with Control Over Construction Plans and Specifications 25 2. Primary Operators with Day-to-Day Operational Control 25 Section C. Deadlines for SWP3 Preparation,Implementation,and Compliance 25 Section D. Plan.Review and Making Plans Available 26 Section E. Revisions and Updates to SWP3s 26 Section F. Contents of SWP3 26 Section G. Erosion and Sediment Control Requirements Applicable to All Sites 34 Part IV. Stormwater Runoff from Concrete Batch Plants 35 Section A. Benchmark Sampling Requirements 35 Section B. Best Management Practices(B s)and SWP3 Requirements 37 A Section C. Prohibition of Wastewater Discharges 3( Page 3 433 Construction General Permit TPDES General Permit TXRi50000 Part V. Concrete Truck Wash Out Requirements 40 Part VI. Retention of Records 40 Part VII.Standard Permit Conditions 40 Part VIII. Fees 41 Appendix A: Automatic Authorization 43 Appendix B:Erosivity Index(EI)Zones in Texas 45 Appendix C: Isoerodent Map 46 Appendix D: Erosivity Indices for EI Zones in Texas 47 Page 4 434 Construction General Permit TPDES General Permit TXRi50000 Part I. Flow Chart and Definitions Section A. Flow Chart to Determine Whether Coverage is Required Row much land will be disturbed?(*1) C 1 acre El more acres C41) 01) NO Do you meet the ygs Will 5 or:Dore• definition of acres be dis "operator?"(*2) 01) NO YES r 1 Permit Coverage Required • Prepare and Implement SWP3 • Post Site Notice t' • Submit Copy of Site Notice to MS4 Operator Are you a"primary operator?„(*2) v . r- Permit Coveraee Not. YES 1teouired,Unless Part Permit Coverage Required of a Larger Common • Prepare and Implement SWP3 Plan of Development • Submit NO!to TCLQ or.Sale • Post Site Notice • Submit Copy of NOI to MS4 Operator (*1) 7o determine the size of the construction project,use the size of the entire area to be disturbed,and include the size of the larger common plan of development or sale.if the project is part of a larger project(refer to Part I.B.,"Definitions,"jirr an explanation of"common plan of development or sale"). (*2) Refer to the definitions for"operator,""primary operator;"and"secondary operator"in Part I., Section B.of this permit. • Page 5 435 Construction General Permit TPDES General Permit TXR150000 Section B. Definitions Arid Areas-Areas with an average annual rainfall of o to 10 inches. Best Management Practices(BMPs)-Schedules of activities,prohibitions of practices, maintenance procedures,structural controls,local ordinances,and other management practices to prevent or reduce the discharge of pollutants. BMPs also include treatment requirements,operating procedures,and practices to control construction site runoff,spills or leaks,waste disposal,or drainage from raw material storage areas. Commencement of Construction-The initial disturbance of soils associated with clearing,grading,or excavation activities,as well as other construction-related activities (e.g.,stockpiling of fill material,demolition). Common Plan of Development-A construction activity that is completed in separate stages,separate phases,or in combination with other construction activities. A common plan of development(also known as a"common plan of development or sale")is identified by the documentation for the construction project that identifies the scope of the project,and may include plats,blueprints,marketing plans,contracts,building permits,a public notice or hearing,zoning requests,or other similar documentation and activities. A common plan of development does not necessarily include all construction projects within the jurisdiction of a public entity(e.g.,a city or university). Construction of roads or buildings in different parts of the jurisdiction would be considered separate"common plans,"with only the interconnected parts of a project being considered part of a"common plan"(e.g.,a building and its associated parking lot and driveways,airport runway and associated taxiways,a building complex,etc.). Where discrete construction projects occur within a larger common plan of development or sale but are located 1/4 mile or more apart,and the area between the projects is not being disturbed,each individual project can be treated as a separate plan of development or sale,provided that any interconnecting road,pipeline or utility project that is part of the same"common plan"is not included in the area to be disturbed. Construction Activity-Includes soil disturbance activities,including clearing,grading, and excavating;and does not include routine maintenance that is performed to maintain the original line and grade,hydraulic capacity,or original purpose of the site(e.g.,the routine grading of existing dirt roads,asphalt overlays of existing roads,the routine clearing of existing right-of-ways,and similar maintenance activities).Regulated construction activity is defined in terms of small and large construction activity. Dewatering-The act of draining rainwater or groundwater from building foundations, vaults,and trenches. • Discharge—For the purposes of this permit,the drainage,release,or disposal of pollutants in stormwater and certain non-stormwater from areas where soil disturbing activities(e.g., clearing,grading,excavation,stockpiling of fill material,and demolition),construction materials or equipment storage or maintenance(e.g.,fill piles,borrow area,concrete truck wash out,fueling),or other industrial stormwater directly related to the construction process (e.g.,concrete or asphalt batch plants)are located. Drought-Stricken Area—For the purposes of this permit,an area in which the National Oceanic and Atmospheric Administration's U.S.Seasonal Drought Outlook indicates for the period during which the construction will occur that any of the following conditions are likely: (1)"Drought to persist or intensify", (2)"Drought ongoing,some improvement", (3) "Drought likely to improve,impacts ease",or(4)"Drought development likely". See http://www.cpc.ncep.noaa.gov/products/expert assessment/seasonal drought.html. Edwards Aquifer-As defined under Texas Administrative Code(TAC)§213.3 of this title (relating to the Edwards Aquifer),that portion of an arcuate belt of porous,water-bearing, predominantly carbonate rocks known as the F' ards and Associated Limestones in the Balcones Fault Zone trending from west to eas..<„northeast in Kinney,Uvalde,Medina, Bexar,Comal,Hays,Travis,and Williamson Counties;and composed of the Salmon Peak Page 6 436 Construction General Permit TPDES General Permit TXR15o000 Limestone,McKnight Formation,West Nueces Formation,Devil's River Limestone,Person Formation,Kainer Formation,Edwards Formation,and Georgetown Formation. The permeable aquifer units generally overlie the less-permeable Glen Rose Formation to the south,overlie the less-permeable Comanche Peak and Walnut Formations north of the Colorado River,and underlie the less-permeable Del Rio Clay regionally. Edwards Aquifer Recharge Zone-Generally,that,area where the stratigraphic units constituting the Edwards Aquifer crop out,including the outcrops of other geologic formations in proximity to the Edwards Aquifer,where caves,sinkholes,faults,fractures,or other permeable features would create a potential for recharge of surface waters into the Edwards Aquifer. The recharge zone is identified as that area designated as such on official maps located in the offices of the Texas Commission on Environmental Quality(TCEQ)and the appropriate regional office. The Edwards Aquifer Map Viewer,located at http://www.tceq.texas.gov/compliance/field ops/eapp/mapdisclaimer.html,can be used to determine where the recharge zone is located. Edwards Aquifer Contributing Zone-The area or watershed where runoff from precipitation flows downgradient to the recharge zone of the Edwards Aquifer.The contributing zone is located upstream(upgradient)and generally north and northwest of the recharge zone for the following counties:all areas within Kinney County,except the area within the watershed draining to Segment No. 2304 of the Rio Grande Basin;all areas within Uvalde,Medina,Bexar,and.Comal Counties;all areas within Hays and Travis Counties, except the area within the watersheds draining to the Colorado River above a point 1.3 miles upstream from Tom Miller Dam,Lake Austin at the confluence of'Barrow Brook Cove, Segment No.1403 of the,Colorado River Basin;and all areas within Williamson County, except the area within the watersheds draining to the Lampasas River above the dam at Stillhouse Hollow reservoir,Segment No.1216 of the Brazos River Basin.The contributing zone is illustrated on the Edwards Aquifer map viewer at http://www.tceq.texas.gov/compliance/field opsleapp/mapdisclaimer.html. Effluent Limitations Guideline(ELG)—Defined in 4o Code of Federal Regulations (CFR)§122.2 as a regulation published by the Administrator under§3o4(b)of the Clean Water Act(CWA)to adopt or revise effluent limitations. Facility or Activity—For the purpose of this permit,a construction site or construction support activity that is regulated under this general permit,including all contiguous land and fixtures(for example,ponds and materials stockpiles),structures,or appurtances used at a construction site or industrial site described by this.general permit. Final Stabilization-A construction site status where any of the following conditions are met: A. All soil disturbing activities at the site have.been completed and a uniform(that is,evenly distributed,without large bare areas)perennial vegetative cover with a density of at least 7o%of the native background vegetative cover for the area has been established on all unpaved areas and areas not covered by permanent structures,or equivalent permanent stabilization measures(such as the use of riprap,gabions,or geotextiles)have been employed.. B. For individual lots in a residential construction site by either: (I) the homebuilder completing final stabilization as specified in condition(a)above;or (2) the homebuilder establishing temporary stabilization for an individual lot prior to the time of transfer of the ownership of the home to the buyer and after informing the homeowner of the need for,and benefits of,final stabilization.If temporary stabilization is not feasible,then the he milder may fulfill this requirement by retaining perimeter controls or BMPs,ana informing the homeowner of the need for removal of temporary controls and the establishment of final stabilization. Page 7 437 Construction General Permit TPDES General Permit TXR150000 Fullfillment of this requirement must be documented in the homebuilder's stormwater pollution prevention plan(SWP3). C. For construction activities on land used for.agricultural purposes(such as pipelines across crop or range land),final stabilization may be accomplished by returning the disturbed land to its preconstruction agricultural use. Areas disturbed that were not previously used for agricultural activities,such as buffer strips immediately adjacent to surface water and areas that are not being returned to their preconstruction agricultural use must meet the final stabilization conditions of condition(a)above. D. In arid,semi-arid,and drought-stricken areas only,all soil disturbing activities at the site have been completed and both of the following criteria have been met: (1) Temporary erosion control measures(for example,degradable rolled erosion control product)are selected,designed,and installed along with an appropriate seed base to provide erosion control for at least three years without active maintenance by the operator,and (2) The temporary erosion control measures are selected,designed,and installed to achieve 7o%of the native background vegetative coverage within three years. Hyperchiorination of Waterlines—Treatment of potable water lines or tanks with chlorine for disinfection purposes,typically following repair or partial replacement of the waterline or tank,and subsequently flushing the contents. Impaired Water-A surface water body that is identified on the latest approved CWA §3o3(d)List as not meeting applicable state water quality standards.Impaired waters include waters with approved or established total maximum daily loads(TMDLs),and those where a TMDL has been proposed by TCEQ but has not yet been approved or established. Indian Country Land—(from 4o CFR§122.2)(1)all land within the limits of any Indian reservation under the jurisdiction of the United States government,notwithstanding the issuance of any patent,and,including rights-of-way running through the reservation; (2)all dependent Indian communities with the borders of the United States whether within the originally or subsequently acquired territory thereof,and whether within or without the limits of a state;and(3)all Indian allotments,the Indian titles to which have not been extinguished,including rights-of-way running through the same. Indian Tribe-.(from 4o CFR§122.2)any Indian Tribe,band,group,or community recognized by the Secretary of the Interior and exercising governmental authority over.a Federal Indian Reservation. Large Construction Activity-Construction activities including clearing,grading,and excavating that result in land disturbance of equal to or greater than five(5)acres of land. Large construction activity also includes the disturbance of less than five(5)acres of total land area that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb equal to or greater than five(5)acres of land. Large construction activity does not include routine maintenance that is performed to maintain the original line and grade,hydraulic capacity,or original purpose of the site(for example,the routine grading of existing dirt roads,asphalt overlays of existing roads,the routine clearing of existing right-of-ways,and similar maintenance activities.) Linear Project—Includes the construction of roads,bridges,conduits,substructures, pipelines,sewer lines,towers,poles,cables,wires,connectors,switching,regulating and transforming equipment and associated ancillary facilities in a long,narrow area. Minimize-To reduce or eliminate to the extent achievable using stormwater controls that are technologically available and economically cticable and achievable in light of best industry practices. .� Page 8 438 Construction General Permit TPDES General Permit TXR150000 Municipal Separate Storm Sewer System(MS4) A separate storm sewer system owned or operated by the United States,a state,,city,town,county,district,association,or other public body(created by or pursuant to state law)having jurisdiction over the disposal of sewage,industrial wastes,stormwater,or other wastes,including.special districts under state law such as a sewer district,flood control or drainage district,or similar entity,or an Indian tribe or an authorized Indian tribal organization,that discharges to surface water in the state. Notice of Change(NOC)—Written notification to the executive director from a discharger authorized under this permit,providing changes to information that was previously provided to the agency in a notice of intent form. Notice of Intent(NOI)-A written submission to the executive director from an applicant requesting coverage under this general permit. Notice of Termination(NOT)-A written submission to the executive director from a discharger authorized under a general permit requesting termination of coverage. Operator=The person or persons associated with a large or small construction activity that is either a primary or secondary operator as defined below: Primary Operator—the person or persons associated with a large or small construction activity that meets either of the following two criteria: (a) the person or persons have on-site operational control over construction plans and specifications,including the ability to make modifications to those plans and specifications;or (b) the person or persons have day-to-day operational control of those activities at a construction site that are necessary to ensure compliance with a.Storm Water Pollution Prevention Plan(SWP3)for the site or other permit conditions(for example,they are authorized to direct workers at a site to carry out activities required by the SWP3 or comply with other permit conditions). Secondary Operator=The person or entity,often the property owner,whose operational control is limited to: (a) the employment of other operators,such as a general contractor,to perform or supervise construction activities;or (b) the ability to approve or disapprove changes to construction plans and specifications, but who does not have day-to-day on-site operational control over construction activities at the site. Secondary operators must either prepare their own SWP3 or participate in a shared SWP3 that covers the areas of the construction site where they have control over the plans and specifications. If there is not a primary operator at the construction site,then the secondary operator is defined as the primary operator and must comply with the requirements for primary operators. Outfall For the purpose of this permit,a point source at the point where stormwater runoff associated with construction activity discharges to surface water in the state and does not include open conveyances connecting two municipal separate storm sewers,or pipes, tunnels,or other conveyances that connect segments of the same stream or other water of the U.S.and are used to convey waters of the U.S. Permittee-An operator authorized under this general permit. The authorization may be gained through submission of a notice of intent,by waiver,or by meeting the requirements for automatic coverage to discharge stormwat€ .noff and certain non-stormwater discharges. Page 9 439 Construction General Permit TPDES General Permit TXR150oo0 Point Source—(from 40 CFR•§122.2)Any discernible,confined,and discrete conveyance, including but not limited to,any pipe,ditch,channel,tunnel,conduit,well,discrete fissure, container,rolling stock concentrated animal feeding operation,landfill leachate collection system,vessel or other floating craft from which pollutants are,or maybe,discharged. This term does not include return flows from irrigated agriculture or agricultural stormwater runoff. Pollutant-Dredged spoil,solid waste,incinerator residue,sewage,garbage,sewage sludge, filter backwash,munitions,chemical wastes,biological materials,radioactive materials,heat, wrecked or discarded equipment,rock,sand,cellar dirt,and industrial,municipal,and agricultural waste discharged into any surface water in the state. The term"pollutant"does not include tail water or runoff water from irrigation or rainwater runoff from cultivated or uncultivated rangeland,pastureland,and farmland. For the purpose of this permit,the term "pollutant"includes sediment. Pollution-(from Texas Water Code(TWC)§26.001(14))The alteration of the physical, thermal,chemical,or biological quality of,or the contamination of,any surface water in the state'that renders the water harmful,detrimental,or injurious to humans,animal life, vegetation,or property or to public health,safety,or welfare,or impairs the usefulness or the public enjoyment of the water for any lawful or reasonable purpose. Rainfall Erosivity Factor(R factor)-the total annual erosive potential that is due to climatic effects,and is part of the Revised Universal Soil Loss Equation(RUSLE). Receiving Water-A"Water of the United.States"as defined in 4o CFR§122.2 into which the regulated stormwater discharges. Semiarid Areas-areas with an average annual rainfall of 10 to 20 inches Separate Storm Sewer System-A conveyance or system of conveyances(including roads with drainage systems,streets,catch basins,curbs,gutters,ditches,man-made channels,or storm drains),designed or used for collecting or conveying stormwater;that is not a combined sewer,and that is not part of a publicly owned treatment works(POTW). Small Construction Activity-Construction activities including clearing,grading,and excavating that result in land disturbance of equal to or greater than one(1)acre and less than five(5)acres of land.Small construction activity also includes the disturbance of less than one(1)acre of total land area that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb,equal to or greater than one(1)and less than five(5)acres of land. Small construction activity does not include routine maintenance that is performed to maintain the original line and grade,hydraulic capacity,or original purpose of the site(for example,the routine grading of existing dirt roads,asphalt overlays of existing roads,the routine clearing of existing right-of-ways,and similar maintenance activities.) Steep Slopes—Where a state,Tribe,local government,or industry technical manual(e.g. stormwater BMP manual)has defined what is to be considered a"steep slope",this permit's definition automatically adopts that definition.Where no such definition exists,steep slopes are automatically defined as those that are 15 percent or greater in grade. Stormwater(or Stormwater Runoff)-Rainfall runoff,snow melt runoff,and surface runoff and drainage. Stormwater Associated with Construction Activity-Stormwater runoff from a construction activity where soil disturbing activities(including clearing,grading,excavating) result in the disturbance of one(1)or more acres of total land area,or are part of a larger common plan of development or sale that will result in disturbance of one(i)or more acres of total land area. Structural Control(or Practice)-A pollu prevention practice that requires the construction of a device,or the use of a device,to reduce or prevent pollution in stormwater z Page to 440 Construction General Permit TPDES General Permit TXRi50000 runoff. Structural controls and practices may include but are not limited to:silt fences, earthen dikes,drainage swales,sediment traps,check dams,subsurface drains,storm drain inlet protection,rock outlet protection,reinforced soil retaining systems,gabions,and temporary or permanent sediment basins. Surface Water in the State- Lakes,bays,ponds,impounding reservoirs,springs,rivers, streams,creeks,estuaries,wetlands,marshes,inlets,canals,the Gulf of Mexico inside the territorial limits of the state(from the mean high water mark(MHWM)out io.36 miles into the Gulf),and all other bodies of surface water,natural or artificial,inland or coastal,fresh or salt,navigable or nonnavigable,and including the beds and banks of all water-courses and bodies of surface water,that are wholly or partially inside or bordering the state or subject to the jurisdiction of the state;except that waters in treatment systems which are authorized by state or federal law,regulation,or permit,and which are created for the purpose of waste treatment are not considered to be water in the state. Temporary Stabilization-A condition where exposed soils or disturbed areas are provided a protective cover or other structural control to prevent the migration of pollutants. Temporary stabilization may include temporary seeding,geotextiles,mulches,and other techniques to reduce or eliminate erosion until either permanent stabilization can be achieved or until further construction activities take place. Total Maximum Daily Load(TMDL)-The total amount of a pollutant that a water body can assimilate and still meet the Texas Surface Water Quality Standards. Turbidity—A condition of water quality characterized by the presence of suspended solids and/or organic material. Waters of the United States-(from 4o CFR§122.2)Waters of the United States or waters of the U.S.means: (a) all waters which,are currently used,were used in the past,or may be susceptible to use in interstate or foreign commerce,including all waters which are subject to the ebb and flow of the tide; (b) all interstate waters,including interstate wetlands; (c) all other waters such as intrastate lakes,rivers,streams(including intermittent streams),mudflats,sandflats,wetlands,sloughs,prairie potholes,wet meadows, playa lakes,or natural ponds that the use,degradation,or destruction of which would affect or could affect interstate or foreign commerce including any such waters: (i) which are or could be used by interstate or foreign travelers for recreational or other purposes; (2) from which fish or shellfish are or could be taken and sold in interstate or foreign commerce;or (3)which are used or could be used for industrial purposes by industries in interstate commerce; (d) all impoundments of waters otherwise defined as waters of the United States under this definition; (e) tributaries of waters identified in paragraphs(a)through(d)of this definition; (f) the territorial sea;and (g) wetlands adjacent to waters(other than waters that are themselves wetlands) identified in paragraphs(a)through(f)of this definition. Waste treatment systems,including treatment ponds or lagoons designed to meet the requirements of CWA(other than cooling pon( s defined in 4o CFR§423.11(m)which also meet the criteria of this definition)are not waters of the U.S. This exclusion applies only to manmade bodies of water which neither were originally created in waters of the U.S.(such a; Page ii 441 Construction General Permit TPDES General Permit TXRi5o0o0 disposat area in wetlands)nor resulted from the impoundment of waters of the U.S. Waters of the U.S.do not include prior converted cropland. Notwithstanding the determination of an area's status as prior converted cropland by any other federal agency,for the purposes of the CWA,the final authority regarding CWA jurisdiction remains with EPA. Part II. Permit Applicability and Coverage Section A. Discharges Eligible for Authorization i. Stormwater Associated with Construction Activity. Discharges of stormwater runoff from small and large construction activities may be authorized under this general permit. 2. Discharges of Stormwater Associated with Construction Support Activities Examples of construction support activities include,but are not limited to,concrete batch plants,rock crushers,asphalt batch plants,equipment staging areas,material storage yards,material borrow areas,and excavated material disposal areas. Construction support activities authorized under this general permit are not commercial operations,and do not serve multiple unrelated construction projects. Discharges of stormwater runoff from construction support activities may be authorized under this general permit,provided that the following conditions are met: (a) the activities are located within one(1)mile from the boundary of the permitted construction site and directly support the construction activity; (b) an SWP3 is developed for the permitted construction site according to the provisions of this general permit,and includes appropriate controls and measures to reduce erosion and discharge of pollutants in stormwater runoff from the construction support activities;and (c) the construction support activities either do not operate beyond the completion date of the construction activity or,at the time that they do,are authorized under separate Texas Pollutant.Discharge Elimination System(TPDES)authorization. Separate TPDES authorization may include the TPDES Multi Sector General Permit(MSGP), TXRo50000(related to stormwater discharges associated with industrial activity), separate authorization under this general permit if applicable,coverage under an alternative general permit if available,or authorization under an individual water quality permit. 3. Non-Stormwater Discharges The following non-stormwater discharges from sites authorized under this general permit are also eligible for authorization under this general permit: (a) discharges from fire fighting activities(fire fighting activities do not include washing of trucks,run-off water from training activities,test water from fire suppression systems,or similar activities); (b) uncontaminated fire hydrant flushings(excluding discharges of hyperchlorinated water,unless the water is first dechlorinated and discharges are not expected to adversely affect aquatic life),which include flushings from systems that utilize potable water,surface water,or groundwater that does not contain additional pollutants(uncontaminated fire hydrant flushings do not include systems utilizing reclaimed wastewater as a source water); (c) water from the routine external washii f vehicles,the external portion of buildings or structures,and pavement,where de..,_aents and soaps are not used,where spills or leaks of toxic or hazardous materials have not occurred(unless spilled materials Page 12 442 Construction General Permit TPDES General Permit TXRi50000 have been removed; and if local state,or federal regulations are applicable,the materials are removed according to those regulations),and where the purpose is to remove mud,dirt,or dust; (d) uncontaminated water used to control dust; (e) potable water sources,including waterline flushings,but excluding discharges of hyperchlorinated water,unless the water is first dechlorinated and discharges are not expected to adversely affect aquatic life; (f) uncontaminated air conditioning condensate; (g) uncontaminated ground water or spring water,including foundation or footing drains where flows are not contaminated with industrial materials such as solvents; and (h)lawn watering and similar irrigation drainage. 4. Other Permitted Discharges Any discharge authorized under a separate National Pollutant Discharge Elimination System(NPDES),TPDES,or TCEQ permit may be combined with discharges authorized by this general permit,provided those discharges comply with the associated permit. Section B. Concrete Truck Wash Out The wash out of concrete trucks at regulated construction sites must be performed in accordance with the requirements of Part V of this general permit. Section C. Limitations on Permit Coverage` 1. Post Construction Discharges Discharges that occur after construction activities have been completed,and after the construction site and any supporting activity site have undergone final stabilization, are not eligible for coverage under this general permit. Discharges originating from the sites are not authorized under this general permit following the submission of the notice of termination(NOT)or removal of the appropriate site notice,as applicable,for the regulated construction activity. 2. Prohibition of Non-Stormwater Discharges Except as otherwise provided in Part II.A.of this general permit,only discharges that are composed entirely of stormwater associated with construction activity may.be authorized under this general permit. 3. Compliance With Water Quality Standards Discharges to surface water in the state that would cause,have the reasonable potential to cause,or contribute to a violation of water quality standards or that would fail to protect and maintain existing designated uses are not eligible for coverage under this general permit. The executive director may require an application for an individual permit or alternative general permit(see Parts II.H.2.and 3.)to authorize discharges to surface water in the state if the executive director determines that any activity will cause, has the reasonable potential to cause,or contribute to a violation of water quality standards or is found to cause,has the reasonable potential to cause,or contribute to, the impairment of a designated use. The executive director may also require an application for an individual permit considering factors described in Part II.H.2.of this general permit. Page 13 443 Construction General Permit TPDES General Permit TXR150o00 4. Impaired Receiving Waters and Total Maximum Daily Load(TMDL)Requirements New sources or new discharges of the pollutants of concern to impaired waters are not authorized by this permit unless otherwise allowable under 3o TAC Chapter 305 and applicable state law. Impaired waters are those that do not meet applicable water quality standards and are listed on the EPA approved CWA§3o3(d)List.Pollutants of concern are those for which the water body is listed as impaired. Discharges of the pollutants of concern to impaired water bodies for which there is a TMDL are not eligible for this general permit unless they are consistent with the approved TMDL. Permittees must incorporate the conditions and requirements applicable to their discharges into their SWP3,in order to be eligible for coverage under this general permit. For consistency with the construction stormwater-related items in an approved TMDL,the SWP3 must be consistent with any applicable condition,goal,or requirement in the TMDL,TMDL Implementation Plan(I-Plan),or as otherwise directed by the executive director. 5. Discharges to the Edwards Aquifer Recharge or Contributing Zone Discharges cannot be authorized by this general permit where prohibited by 3o TAC Chapter 213(relating to Edwards Aquifer). In addition,commencement of construction (i.e.,the initial disturbance of soils associated with clearing,grading,or excavating activities,as well as other construction-related activities such as stockpiling of fill material and demolition)at a site regulated under 3o TAC Chapter 213,may not begin until the appropriate Edwards Aquifer Protection Plan(EAPP)has been approved by the TCEQ's Edwards Aquifer Protection Program. (a) For new discharges located within the Edwards Aquifer Recharge Zone,or within that area upstream from the recharge zone and defined as the Contributing Zone (CZ),operators must meet all applicable requirements of,and operate according to, 3o TAC Chapter 213(Edwards Aquifer Rule)in addition to the provisions and requirements of this general permit. (b) For existing discharges located within the Edwards Aquifer Recharge Zone,the requirements of the agency-approved Water Pollution Abatement Plan(WPAP) under the Edwards Aquifer Rule is in addition to the requirements of this general permit. BMPs and maintenance schedules for structural stormwater controls,for example,may be required as a provision of the rule. All applicable requirements of the Edwards Aquifer Rule for reductions of suspended solids in stormwater runoff are in addition to the requirements in this general permit for this pollutant. 6. Discharges to Specific Watersheds and Water Quality Areas Discharges otherwise eligible for coverage cannot be authorized by this general permit where prohibited by 3o TAC Chapter 311(relating to Watershed Protection)for water quality areas and watersheds. 7. Protection of Streams and Watersheds by Other Governmental Entities This general permit does not limit the authority or ability of federal,other state,or local governmental entities from placing additional or more stringent requirements on construction activities or discharges from construction activities. For example,this permit does not limit the authority of a home-rule municipality provided by Texas Local Government Code§401.002. 8. Indian Country Lands Stormwater runoff from construction actiN s occurring on Indian Country lands are not under the authority of the TCEQ and are not eligible for coverage under this general permit. If discharges of stormwater require authorization under federal NPDES Page 14 444 I• Construction General Permit TPDES General Permit TXR150oo0 regulations,authority for these discharges must be obtained from the U.S. Environmental Protection Agency(EPA). 9. Oil and Gas Production Stormwater runoff from construction activities associated with the exploration, development,or production of oil or gas or geothermal resources,including transportation of crude oil or natural gas by pipeline,are not under the authority of the TCEQ and are not eligible for coverage under this general permit. If discharges of stormwater require authorization under federal NPDES regulations,authority for these discharges must be obtained from the EPA. lo. Stormwater Discharges from Agricultural Activities Stormwater discharges from agricultural activities that are not point source discharges of stormwater are not subject to TPDES permit requirements. These activities may include clearing and cultivating ground for crops,construction of fences to contain livestock,construction of stock ponds,and other similar agricultural activities. Discharges of stormwater runoff associated with the construction of facilities that are subject to TPDES regulations,such as the construction of concentrated animal feeding operations,would be point sources regulated under this general permit. ii. Endangered Species Act Discharges that would adversely affect a listed endangered or threatened aquatic or aquatic-dependent species or its critical habitat are not authorized by this permit,unless the requirements of the Endangered Species Act are satisfied.Federal requirements related to endangered species apply to all TPDES permitted discharges and site-specific controls may be required to ensure that protection of endangered or threatened species is achieved.. If a permittee has concerns over potential impacts to listed species,the permittee may contact TCEQ for additional information. 12. Other Nothing in Part II of the general permit is intended to negate any person's ability to assert the force majeure(act of God,war,strike,riot,or other catastrophe)defenses found in 3o TAC§7o.7. Section D. Deadlines for Obtaining Authorization to Discharge 1. Large Construction Activities (a) New Construction-Discharges from sites where the commencement of construction occurs on or after the effective date of this general permit must be authorized,either under this general permit or a separate TPDES permit,prior to the commencement of those construction activities. (b) Ongoing Construction-Operators of large construction activities continuing to operate after the effective date of this permit,and authorized under TPDES general permit TXRiS0000(effective on March 5,2008),must submit an NOI to renew authorization or a NOT to terminate coverage under this general permit within 90 days of the effective date of this general permit. During this interim period,as a requirement of this TPDES permit,the operator must continue to meet the conditions and requirements of the previous TPDES permit. 2. Small Construction Activities (a) New Construction-Discharges from si where the commencement of construction occurs on or after the effective date of this general permit must be authorized,either Page 15 445 Construction General Permit TPDES General Permit TXR150000 under this general permit or a separate TPDES permit,prior to the commencement of those construction activities. (b) Ongoing Construction-Discharges from ongoing small construction activities that commenced prior to the effective date of this general permit,and that would not meet the conditions to qualify for termination of this permit as described in Part II.E.of this general permit,must meet the requirements to be authorized,either under this general permit or a separate TPDES permit,within 90 days of the effective date of this general permit.During this interim period,as a requirement of this TPDES permit,the operator must continue to meet the conditions and requirements of the previous TPDES permit. Section E. Obtaining Authorization to Discharge 1. Automatic Authorization for Small Construction Activities With Low Potential for Erosion: If all of the following conditions are met,then a small construction activity is determined to occur during periods of low potential for erosion,and a site operator may be automatically authorized under this general permit without being required to develop an SWP3 or submit an NOI: (a) the construction activity occurs in a county listed in Appendix A; (b) the construction activity is initiated and completed,including either final or temporary stabilization of all disturbed areas,within the time frame identified in Appendix A for the location of the construction site; (c) all temporary stabilization is adequately maintained to effectively reduce or prohibit erosion,permanent stabilization activities have been initiated,and a condition of final stabilization is completed no later than 3o days following the end date of the time frame identified in Appendix A for the location of the construction site; (d) the permittee signs a completed TCEQ construction site notice,including the . certification statement; (e) a signed copy of the construction site notice is posted at the construction site in a location where it is readily available for viewing by the general public,local,state,and federal authorities prior to commencing construction activities,and maintained in that location until completion of the construction activity; (f) a copy of the signed and certified construction site notice is provided to the operator of any MS4 receiving the discharge at least two days prior to commencement of construction activities; (g) any supporting concrete batch plant or asphalt batch plant is separately authorized for discharges of stormwater runoff or other non-stormwater discharges under an individual TPDES permit,another TPDES general permit,or under an individual TCEQ permit where stormwater and non-stormwater is disposed of by evaporation or irrigation(discharges are adjacent to water in the state);and (h) any non-stormwater discharges are either authorized under a separate permit or authorization, or are not considered to be a wastewater. Part II.G.of this general permit describes how an operator may apply for and obtain a waiver from permitting,for certain small construction activities that occur during a period with a low potential for erosion,where automatic authorization under this section is not available. Page 16 446 Construction General Permit TPDES General Permit TXRi50000 2. Automatic Authorization For All Other Small Construction Activities: Operators of small construction activities not described in Part II.E.i.above may be automatically authorized under this general permit,and operators of these sites shall not be required to submit an NOI,provided that they meet all of the following conditions: (a) develop a SWP3 according to the provisions of this general permit,that covers either the entire site or all portions of the site for which the applicant is the operator,and implement that plan prior to commencing construction activities; (b) sign and certify a completed TCEQ small construction site notice,post the notice at the construction site in a location where it is safely and readily available for viewing by the general public,local,state,and federal authorities,prior to commencing construction,and maintain the notice in that location until completion of the construction activity(for linear construction activities,e.g.pipeline or highway,the site notice must be placed in a publicly accessible location near where construction is actively underway;notice for these linear sites may be relocated,as necessary,along the length of the project,and the notice must be safely and readily available for viewing by the general public;local,state,and federal authorities); and. (c) provide a copy of the signed and certified construction site notice to the operator of any municipal separate storm sewer system receiving the discharge prior to commencement of construction activities. Operators of small construction activities as defined in Part I.B of this general permit shall not submit an NOI for coverage unless otherwise required by the executive director. As described in Part I(Definitions)of this general permit,large construction activities include those that will disturb less than five(5)acres of land,but that are part of a larger common plan of development or sale that will ultimately disturb five(5)or more acres of land,and must meet the requirements of Part II.E.3.below. 3. Authorization for Large Construction Activities: Operators of large construction activities that qualify for coverage under this general permit must meet all of the following conditions: (a) develop a SWP3 according to the provisions of this general permit that covers either the,entire site or all portions of the site for which the applicant is the operator,and implement that plan prior to commencing construction activities; (b)primary operators must submit an NOI,using a form provided by the executive director,at least seven(7)days prior to commencing construction activities,or if utilizing electronic submittal;prior to commencing construction activities. If an additional primary operator is added after the initial NOI is submitted,the new primary operator must submit an NOI at least seven(7)days before assuming operational control,or if utilizing electronic NOI submittal,prior to assuming operational control. If the primary operator changes after the initial NOI is submitted,the new primary operator must submit a paper NOI or an electronic NOI at least ten(io)days before assuming operational control; (c) all operators of large construction activities must post a.site notice in accordance with Part III.D.2.of this permit. The site notice must be located'where it is safely and readily available for viewing by the general public,local,state,and federal authorities prior to commencing construction,and must be maintained in that location until completion of the construction activity(for linear construction activities,e.g..pipeline or highway,the site notice must be placed in a publicly accessible location near where construction is actively underway;notice for these linear sites may be relocated,as - necessary,along the length of the proje ►nd the notice must be safely and readily available for viewing by the general public;local,state,and federal authorities); Page 37 447 Construction General Permit TPDES General Permit TXR150000 (d) prior to commencing construction activities,all primary operators must(i)provide a copy of the signed NOI to the operator of any MS4 receiving the discharge and to any secondary construction operator,and.(2)list in the SWP3 the names and addresses of all MS4 operators receiving a copy; (e) all persons meeting the definition of"secondary operator"in Part I of this permit are hereby notified that they are regulated under this general permit,but are not required to submit an NOI,provided that a primary operator at the site has submitted an NOI,or is required to submit an NOI,and the secondary operator has provided notification to the operator(s)of the need to obtain coverage(with records of notification available upon request). Any secondary operator notified under this provision may alternatively submit an NOI under this general permit,may seek coverage under an alternative TPDES individual permit,or may seek coverage under an alternative TPDES general permit if available;and (f) all secondary operators must provide a copy of the signed and certified Secondary Operator construction site notice to the operator.of any MS4 receiving the discharge prior to commencement of construction activities. 4. Waivers for Small Construction Activities: Part II.G.describes how operators of certain small construction activities may obtain a waiver from coverage. 5. Effective Date of Coverage (a) Operators of small construction activities as described in either Part II.E.i.or II.E.2. above are authorized immediately following compliance with the applicable conditions of Part II.E.i.or II.E.2. Secondary operators of large construction activities as described in Part II.E.3.above are authorized:immediately following compliance with the applicable conditions in Part II.E.3. For activities located in areas regulated by 3o TAC Chapter 213,related to the Edwards Aquifer,this authorization to discharge is separate from the requirements of the operator's responsibilities under that rule. Construction may not commence for sites regulated under 3o TAC Chapter 213 until all applicable requirements of that rule are met. (b) Primary operators of large construction activities as described in Part II.E.3.above are provisionally authorized seven(7)days from the date that a completed NOI is postmarked for delivery to the TCEQ,unless otherwise notified by the executive director. If electronic submission of the NOI is provided,and unless otherwise notified by the executive director,primary operators are authorized immediately following confirmation of receipt of the NOI by the TCEQ. Authorization is non- provisional when the executive director finds the NOI is administratively complete and an authorization number is issued for the activity. For activities located in areas regulated by 3o TAC Chapter 213,related to the Edwards Aquifer,this authorization to discharge is separate from the requirements of the operator's responsibilities under that rule. Construction may not commence for sites regulated under 3o TAC Chapter 213 until all applicable requirements of that rule are met. (c) Operators are not prohibited from submitting late NOIs or posting late notices to obtain authorization under this general permit. The TCEQ reserves the right to take appropriate enforcement actions for any unpermitted activities that may have occurred between the time construction commenced and authorization was obtained. 6. Notice of Change(NOC) If relevant information provided in the NOT^hanges,an NOC must be submitted at least 14 days before the change occurs,if possib Where 14-day advance notice is not possible,the operator must submit an NOC within 14 days of discovery of the change. If Page 18 448 Construction General Permit TPDES General Permit TXR15o000 ( - the operator becomes aware that it failed to submit any relevant facts or submitted incorrect information in an NOI,the correct information must be provided to the executive director in an NOC within 14 days after discovery. The NOC shall be submitted on a form provided by the executive director,or by letter if an NOC form is not available. A copy of the NOC must also be provided to the operator of any MS4 receiving the discharge,and a list must be included in the SWP3 that includes the names and addresses of all MS4 operators receiving a copy. Information that may be included on an NOC includes,but is not limited to,the following: the description of the construction project,an increase in the number of acres disturbed(for increases of one or more acres),or the operator name. A transfer of operational control from one operator to another,including a transfer of the ownership of a company,may not be included in an NOC. A transfer of ownership of a company includes changes to the structure of a company, such as changing from a partnership to a corporation or changing corporation types,so that the filing number(or charter number)that is on record with the Texas Secretary of State must be changed. An NOC is not required for notifying TCEQ of a decrease in the number of acres disturbed. This information must be included in the SWP3 and retained on site. 7. Signatory Requirement for NOI Forms,Notice of Termination(NOT)Forms,NOC Letters,and Construction Site Notices NOI forms,NOT forms,NOC letters,and Construction Site Notices that require a signature must be signed according to 3o TAC§305.44(relating to Signatories for Applications). • 8. Contents of the NOI The NOI form shall require,at a minimum,the following information: (a) the TPDES CGP authorization number for existing authorizations under this general permit,where the operator submits an NOI to renew coverage within go days of the effective date of this general permit; (b) the name,address,and telephone number of the operator filing the NOI for permit coverage; (c) the name(or other identifier),address,county,and latitude/longitude of the construction project or site; (d)the number of acres that will be disturbed by the applicant; • (e) confirmation that the project or site will not be located on Indian Country lands; (f) confirmation that a SWP3 has been developed in accordance with this general permit, that it will be implemented prior to construction,and that it is compliant with any applicable local sediment and erosion control plans;for multiple operators who prepare a shared SWP3,the confirmation for an operator may be limited to its obligations under the SWP3 provided all obligations are confirmed by at least one operator; (g) name of the receiving water(s); (h) the classified segment number for each classified segment that receives discharges from the regulated construction activity(if the discharge is not directly to a classified segment,then the classified segment number of the first classified segment that those discharges reach);and (i) the name of all surface waters receiving aischarges from the regulated construction activity that are on the latest EPA-approved CWA§3o3(d)List of impaired waters. Page 19 449 Construction General Permit TPDES General Permit TXR150000 Section F. Terminating Coverage 1. Notice of Termination(NOT)Required Each operator that has submitted an NOI for authorization under this general permit must apply to terminate that authorization following the conditions described in this section of the general permit. Authorization must be terminated by submitting an NOT on a form supplied by the executive director. Authorization to discharge under this general permit terminates at midnight on the day the NOT is postmarked for delivery to the TCEQ. If electronic submission of the NOT is provided,authorization to discharge under this permit terminates immediately following confirmation of receipt of the NOT by the TCEQ. Compliance with the conditions and requirements of this permit is required until an NOT is submitted. The NOT must be submitted to TCEQ,and a copy of the NOT provided to the operator of any MS4 receiving the discharge(with a list in the SWP3 of the names and addresses of all MS4 operators receiving a copy),within 3o days after any of the following conditions are met: (a) final stabilization has been achieved on all portions of the site that are the responsibility of the permittee; (b) a transfer of operational control has occurred(See.Section II.F.4.below);or (c) the operator has obtained alternative authorization under an individual TPDES permit or alternative TPDES general permit. 2. Minimum Contents of the NOT The NOT form shall require,at a minimum,the following information: (a) if authorization was granted following submission of an NOI,the permittee's site- specific TPDES authorization number for the construction site; (b) an indication of whether the construction activity is completed or if the permittee is simply no longer an operator at the site; • (c) the name,address,and telephone number of the permittee submitting the NOT; (d) the name(or other identifier),address,county,and location(latitude/longitude)of the construction project or site;and (e) a signed certification that either all stormwater discharges requiring authorization- under this general permit will no longer occur,or that the applicant is no longer the operator of the facility or construction site,and that all temporary structural erosion controls have either been removed,will be removed on a schedule defined in the SWP3,or have been transferred to a new operator if the new operator has applied for permit coverage. Erosion controls that are designed to remain in place for an indefinite period,such as mulches and fiber mats,are not required to be removed or scheduled for removal. 3. • Termination of Coverage for Small Construction Sites and for Secondary Operators at Large Construction Sites Each operator that has obtained automatic authorization and has not been required to submit an NOI must remove the site notice upon meeting any of the conditions listed below,complete the applicable portion of the site notice related to removal of the site notice,and submit a copy of the completed site notice to the operator of any MS4 receiving the discharge(or provide alterna• notification as allowed by the MS4 operator,with documentation of such noti__,,,.tion included in the SWP3),within 3o days of meeting any of the following conditions: Page 20 450 Construction General Permit TPDES General Permit TXRI50000 (a) final stabilization has been achieved on all portions of the site that are the responsibility of the permittee; (b) a transfer of operational control has occurred(See Section II.F.4.below);or (c) the operator has obtained alternative authorization under an individual or general TPDES permit. Authorization to discharge under this general permit terminates immediately upon removal of the applicable site notice. Compliance with the conditions and requirements of this permit is required until the site notice is removed. 4. Transfer of Operational Control Coverage under this general permit is not transferable. A transfer of operational control includes changes to the structure of a company,such as changing from a partnership to a corporation,or changing to a different corporation type such that a different filing(or charter)number is established with the Texas Secretary of State. When the primary operator of a large construction activity changes or operational control is transferred,the original operator must submit an NOT within ten(io)days prior to the date that responsibility for operations terminates,and the new operator must submit an NOI at least ten(io)days prior to the transfer of operational control,in accordance with condition(a)or(b)below. A copy of the NOT must be provided to the operator of any MS4 receiving the discharge in accordance with Section II.F.i.above. Operators of regulated construction activities who are not required to submit an NOI must remove the original site notice,and the new operator must post the required site notice prior to the transfer of operational control,in accordance with condition(a)or(b) below. A copy of the completed site notice must be provided to the operator of any MS4 receiving the discharge,in accordance with Section II.F.3.above. A transfer of operational control occurs when either of the following criteria is met: (a) Another operator has assumed control over all areas of the site that have not been. finally stabilized;and all silt fences and other temporary erosion controls have either been removed,scheduled for removal as defined in the SWP3,or transferred to a new operator,provided that the permitted operator has attempted to notify the new operator in writing of the requirement to obtain permit coverage. Record of this notification(or attempt at notification)shall be retained by the operator in accordance with Part VI of this permit. Erosion controls that are designed to remain in place for an indefinite period,such as mulches and fiber mats,are not required to be removed or scheduled for removal. (b)A homebuilder has purchased one or more lots from an operator who obtained coverage under this general permit for a common plan of development or sale. The homebuilder is considered a new operator and shall comply.with the requirements listed above,including the development of a SWP3 if necessary. Under these circumstances,the homebuilder is only responsible for compliance with the general permit requirements as they apply to lot(s)it has operational control over,and the original operator remains responsible for common controls or discharges,and must amend its SWP3 to remove the lot(s)transferred to the homebuilder. Section G. Waivers from Coverage The executive director may waive the otherwise applicable requirements of this general permit for stormwater discharges from small construction activities under the terms and conditions described in this section. Page 21 451 Construction General Permit TPDES General Permit TXR150000 1. Waiver Applicability and Coverage Operators of small construction activities may apply for and receive a waiver from the requirements to obtain authorization under this general permit,where all of the following conditions are met. This waiver from coverage does not apply to non- stormwater discharges. The operator must insure that any non-stormwater discharges are either authorized under a separate permit or authorization,or are not considered to be a wastewater. (a) the calculated rainfall erosivity(R)factor for the entire period of:the construction project is less than five(5); (b) the operator submits to the TCEQ a signed waiver certification form,supplied by the executive director,certifying that the construction activity will commence and be completed within a period when the value of the calculated R factor is less than five (5);and (c) the waiver certification form is postmarked for delivery to the TCEQ at least seven(7) days before construction activity begins or,if electronic filing is available,then any time following the receipt of written confirmation from TCEQ that a complete electronic application was submitted and acknowledged. 2. Steps to Obtaining,a Waiver The construction site operator may calculate the R factor to request a waiver using the following steps: (a) Estimate the construction start date and the construction end date. The construction end date is the date that final stabilization will be achieved. (b) Find the appropriate Erosivity Index(EI)zone in Appendix B of this permit. (c) Find the EI percentage for the project period by adding the results for each period of the project using the table provided in Appendix D of this permit,in EPA Fact Sheet 2.1,or in USDA Handbook 703,by subtracting the start value from the end value to find the percent EI for the site. (d) Refer to the Isoerodent Map.(Appendix C of this permit)and interpolate the annual isoerodent value for the proposed construction location. (e) Multiply the percent value obtained in Step(c)above by the annual isoerodent value obtained in Step(d). This is the R factor for the proposed project. If the value is less than 5,then a waiver may obtained. If the value is five(5)or more,then a waiver may not be obtained,and the operator must obtain coverage under Part II.E.2.of this permit. Alternatively,the operator may calculate a site-specific R factor utilizing the following online calculator: hap://ei.tamu.edu/index.html,or using another available resource. The waiver certification form is not required to be posted at the small construction site. 3. Effective Date of Waiver Operators of small construction activities are provisionally waived from the otherwise applicable requirements of this general permit seven(7)days from the date that a completed waiver certification form is postmarked for delivery to TCEQ,or immediately upon receiving confirmation of approval of an electronic submittal,if electronic form submittals are available. 4. Activities Extending Beyond the Waiver Period If a construction activity extends beyond the approved waiver period due to circumstances beyond the control of the operator,the operator must either: Page 22 452 • Construction General Permit TPDES General Permit TXR15o000 F (a) recalculate the R factor using the original start date and a new projected ending date, and if the R factor is still under five(5),submit a new waiver certification form at least two(2)days before the end of the original waiver period;or (b) obtain authorization under this general permit according to the requirements delineated in either Part II.E.2.or Part II.E.3.before the end of the approved waiver period. Section H. Alternative TPDES Permit Coverage 1. Individual Permit Alternative Any discharge eligible for coverage under this general permit may alternatively be authorized under an individual TPDES permit according to 3o TAC§305(relating to Consolidated Permits). Applications for individual permit coverage should be submitted at least three hundred and thirty(33o)days prior to commencement of construction activities to ensure timely authorization. 2. Individual Permit Required The executive director may suspend an authorization or deny an NOI in accordance with the procedures set forth in 3o TAC§205(relating to General Permits for Waste Discharges),including the requirement that the executive director provide written notice to the permittee. The executive director may require an operator of a construction site, otherwise eligible for authorization under this general permit,to apply for an individual TPDES permit in the following circumstances: (a) the conditions of an approved TMDL or TMDL I-Plan on the receiving water; (b) the activity being determined to cause a violation of water quality standards or being found to cause,or contribute to,the loss of a designated use of surface water in the state:and (c) any other consideration defined in 3o TAC Chapter 205(relating to General Permits for Waste Discharges)including 3o TAC Chapter 2o5.4(c)(3)(D),which allows the commission to deny authorization under the general permit and require an individual permit if a discharger"has been determined by the executive director to have been out of compliance with any rule,order,or permit of the commission,including non- payment of fees assessed by the executive director." Additionally,the executive director may cancel,revoke,or suspend authorization to discharge under this general permit based on a finding of historical and significant noncompliance with the provisions of this general permit,relating to 3o TAC§60.3(Use of Compliance History). Denial of authorization to discharge under this general permit or suspension of a permittee's authorization under this general permit shall be done according to commission rules in 3o TAC Chapter 205(relating to General Permits for Waste Discharges). 3. Alternative Discharge Authorization Any discharge eligible for authorization under this general permit may alternatively be authorized under a separate general permit according to 30 TAC Chapter 205(relating to General Permits for Waste Discharges),if applicable. Section I. Permit Expiration 1. This general permit is effective for a term not to exceed five(5)years. All active discharge authorizations expire on the date provided on page one(1)of this permit. Following public notice and comment, rovided by 30 TAC§205.3(relating to Page 23 453 Construction General Permit TPDES General Permit TXR15o000 Public Notice,Public Meetings,and Public Comment),the commission may amend, revoke,cancel,or renew this general permit. 2. If the executive director publishes a notice of the intent to renew or amend this general permit before the expiration date,the permit will remain in effect for existing,authorized discharges until the commission takes final action on the permit. Upon issuance of a renewed or amended permit,permittees may be required to submit an NOI within 90 days following the effective date of the renewed or amended permit,unless that permit provides for an alternative method for obtaining authorization. 3. If the commission does not propose to reissue this general permit within 90 days before the expiration date,permittees shall apply for authorization under an individual permit or an alternative general permit. If the application for an individual permit is submitted before the expiration date,authorization under this expiring general permit remains in effect until the issuance or denial of an individual permit. No new NOIs will be accepted.nor new authorizations honored under the general permit after the expiration date. Part III. Stormwater Pollution Prevention Plans(SWP3) All regulated construction site operators shall prepare an SWP3,prior to submittal of an NOI,to address discharges authorized under Parts II.E.2.and II.E.3.of this general permit that will reach Waters of the U.S.,including discharges to MS4s and privately owned separate storm sewer systems that drain to Waters of the U.S.,to identify and address potential sources of pollution that are reasonably expected to affect the quality of discharges from the construction site,including off-site material storage areas,overburden and stockpiles of dirt,borrow areas,equipment staging areas,vehicle repair areas,fueling areas, etc.,used solely by the permitted project. The SWP3 must describe the implementation of practices that will be used to minimize to the extent practicable the discharge of pollutants in stormwater associated with construction activity and non-stormwater discharges described in Part II.A.3.,in compliance with the terms and conditions of this permit. Individual operators at a site may develop separate SWP3s that cover only their portion of the project,provided reference is made to the other operators at the site. Where there is more than one SWP3 for a site,permittees must coordinate to ensure that BMPs and controls are consistent and do not negate or impair the effectiveness of each other. Regardless of whether a single comprehensive SWP3 is developed or separate SWP3s are developed for each operator,it is the responsibility of each operator to ensure compliance with the terms and conditions of this general permit in the areas of the construction site where that operator has control over construction plans and specifications or day-to-day operations. Section A. Shared SWP3 Development For more effective coordination of BMPs and opportunities for cost sharing,a cooperative effort by the different operators at a site is encouraged. Operators must, independently obtain authorization,but may work together to prepare and implement a single,comprehensive SWP3 for the entire construction site. 1. The SWP3 must clearly list the name and,for large construction activities,the general permit authorization numbers,for each operator that participates in the shared SWP3. Until the TCEQ responds to receipt of the NOI with a general permit authorization number,the SWP3 must specify the date that the NOI was submitted to TCEQ by each operator. Each operator participating in the shared plan must also sign the SWP3. Page 24 454 Construction General Permit TPDES General Permit TXR150000 2. The SWP3 must clearly indicate which operator is responsible for satisfying each shared requirement of the SWP3. If the responsibility for satisfying a requirement is not described in the plan,then each permittee is entirely responsible for meeting the requirement within the boundaries of the construction site where they perform construction activities. The SWP3 must clearly describe responsibilities for meeting each requirement in shared or common areas. 3. The SWP3 may provide that one operator is responsible for preparation of a SWP3 in compliance with the CGP,and another operator is responsible for implementation of the SWP3 at the project site. Section B. Responsibilities of Operators 1. Secondary Operators and Primary Operators with Control Over Construction Plans and Specifications All secondary operators and primary operators with control over construction plans and specifications shall: (a) ensure the project specifications allow or provide that adequate BMPs are developed to meet the requirements of Part III of this general permit; (b) ensure that the SWP3 indicates the areas of the project where they have control over project specifications,including the ability to make modifications in specifications; (c) ensure that all other operators affected by modifications in project specifications are notified in a timely manner so that those operators may modify their BMP s as necessary to remain compliant with the conditions of this general permit;and (d) ensure that the SWP3 for portions of the project where they are operators indicates the name and site-specific TPDES authorization number(s)for operators with the day-to-day operational control over those activities necessary to ensure compliance with the SWP3 and other permit conditions. If the party with day-to-day operational control has not been authorized or has abandoned the site,the person with control over project specifications is considered to be the responsible party until the authority is transferred to another party and the SWP3 is updated. 2. Primary Operators with Day-to-Day Operational Control Primary operators with day-to-day operational control of those activities at a project that are necessary to ensure compliance with an SWP3 and other permit conditions must ensure that the SWP3 accomplishes the following requirements: (a) meets the requirements of this general permit for those portions of the project where they are operators; (b) identifies the parties responsible for implementation of BMPs described in the SWP3; (c) indicates areas of the project where they have operational control over day-to-day activities;and (d) includes,for areas where they have operational control over day-to-day activities,the name and site-specific TPDES authorization number of the parties with control over project specifications,including the ability to make modifications in specifications. Section C. Deadlines for SWP3 Preparation,Implementation,and Compliance The SWP3 must be prepared prior to obtai____g authorization under this general permit, and implemented prior to commencing construction activities that result in soil Page 25 455 Construction General Permit TPDES General Permit TXR150000 disturbance. The SWP3 must be prepared so that it provides for compliance with the terms and conditions of this general permit. Section D. Plan Review and Making Plans Available 1. The SWP3 must be retained on-site at the construction site or,if the site is inactive or does not have an on-site location to store the plan,a notice must be posted describing the location of the SWP3. The SWP3 must be made readily available at the time of an on-site inspection to: the executive director;a federal,state,or local agency approving sediment and erosion plans,grading plans,or stormwater management plans;local government officials;and the operator of a municipal separate storm sewer receiving discharges from the site. If the SWP3 is retained off-site,then it shall be made available as soon as reasonably possible. In most instances,it is reasonable that the SWP3 shall be made available within 24 hours of the request. 2. A primary operator of a large construction activity must post the TCEQ site notice near the main entrance of the construction site. An operator of a small construction activity seeking authorization under this general permit and a secondary operator of a large construction activity must post the TCEQ site notice required in Part 2.,or 3.of this general permit in order to obtain authorization. If the construction project is a linear construction project,such as a pipeline or highway,the notices must be placed in a publicly accessible location near where construction is actively underway. Notices for these linear sites may be relocated,as necessary,along the length of the project.The notices must be readily available for viewing by the general public;local,state,and federal authorities;and contain the following information: (a) the site-specific TPDES authorization number for the project if assigned; (b)the operator name,contact name,and contact phone number; (c) a brief description of the project;and (d) the location of the SWP3. 3. This permit does not provide the general public with any right to trespass on a construction site for any reason,including inspection of a site;nor does this permit require that permittees allow members of the general public access to a construction site. Section E. Revisions and Updates to SWP3s The permittee must revise or update the SWP3 whenever the following occurs: 1. a change in design,construction,operation,or maintenance that has a significant effect on the discharge of pollutants and that has not been previously addressed in the SWP3; 2. changing site conditions based on updated plans and specifications,new operators, new areas of responsibility,and changes in BMPs;or 3. results of inspections or investigations by site operators,operators of a municipal separate storm sewer system receiving the discharge,authorized TCEQ personnel,or a federal,state or local agency approving sediment and erosion plans indicate the SWP3 is proving ineffective in eliminating or significantly minimizing pollutants in discharges authorized under this general permit. Section F. Contents of SWP3 The SWP3 must include,at a minimum,the information described in this section and must comply with the construction and de ipment effluent guidelines in Part III, Section G of the general permit. Page 26 456 Construction General Permit TPDES General Permit TXR1.50000 ( i. A site or project description,which includes the following information: (a) a description of the nature of the construction activity; (b) a list of potential pollutants and their sources; (c) a description of the intended schedule or sequence of activities that will disturb soils for major portions of the site,including estimated start dates and duration of activities; (d)the total number of acres of the entire property and the total number of acres where construction activities will occur,including off-site material storage areas, overburden and stockpiles of dirt,and borrow areas that are authorized under the permittee's NOI; (e) data describing the soil or the quality of any discharge from the site; (f) a map showing the general location of the site(e.g.a portion of a city or county map); (g) a detailed site map(or maps)indicating the following: (i) drainage patterns and approximate slopes anticipated after major grading activities; (ii) areas where soil disturbance will occur; (iii) locations of all controls and buffers,either planned or in place; (iv) locations where temporary or permanent stabilization practices are expected to be used; (v) locations of construction support activities,including off-site activities, that are authorized under the permittee's NOI,including material,waste, borrow,fill,or equipment or chemical storage areas; (vi) surface waters(including wetlands)either at,adjacent,or in close proximity to the site,and also indicating those that are impaired waters; (vii) locations where stormwater discharges from the site directly to a surface water body or a municipal separate storm sewer system; (viii) vehicle wash areas;and (ix) designated points on the site where vehicles will exit onto paved roads(for instance,this applies to construction transition from unstable dirt areas to exterior paved roads). Where the amount of information required to be included on the map would result in a single map being difficult to read and interpret,the operator shall develop a series of maps that collectively include the required information. (h)the location and description of support activities authorized under the permittee's NO.I,including asphalt plants,concrete plants,and other activities providing support to the construction site that is authorized under this general permit; (i) the name of receiving waters at or near the site that may be disturbed or that may receive discharges from disturbed areas of the project; (j) a copy of this TPDES general permit; (k) the NOI and acknowledgement certificate for primary operators of large construction sites,and the site notice for small construction sites and for secondary operators of large constru tinn sites; (1) stormwater and allowable non-storniwater discharge locations,including storm drain inlets on site and in the immediate vicinity of the construction site;and Page 27 457 Construction General Permit TPDES General Permit TXR150000 (m)locations of all pollutant-generating activities,such as paving operations; concrete,paint and stucco washout and water disposal;solid waste storage and disposal;and dewatering operations. 2. A description of the BMPs that will be used to minimize pollution in runoff. The description must identify the general timing or sequence for implementation. At a minimum,the description must include the following components: (a) General Requirements (i) Erosion and sediment controls must be designed to retain sediment on-site to the extent practicable with consideration for local topography,soil type, and rainfall. (ii) Control measures must be properly selected,installed,and maintained according to the manufacturer's or designer's specifications. (iii) Controls must be developed to minimize the offsite transport of litter, construction debris,and construction materials. (b) Erosion Control and Stabilization Practices The SWP3 must include a description of temporary and permanent erosion control and stabilization practices for the site,compliant with the requirements of Part III.G.'.and G.2 of this general permit,including a schedule of when the practices will be implemented..Site plans should ensure that existing vegetation is preserved where it is possible. (i) Erosion control and stabilization practices may include but are not limited to:establishment of temporary or permanent vegetation,mulching, geotextiles,sod stabilization,vegetative buffer strips,protection of existing trees and vegetation,slope texturing,temporary velocity dissipation devices,flow diversion mechanisms,and other similar measures. (ii)' The following records must be maintained and either attached to or referenced in the SWP3,and made readily available upon request to the parties listed in Part III.D.1 of this general permit: (A) the dates when major grading activities occur; (B) .the dates when construction activities temporarily or permanently cease on a portion of the site;and (C) the dates when stabilization measures are initiated. (iii) Erosion control and stabilization measures must be initiated immediately in portions of the site where construction activities have temporarily ceased and will not resume for a period exceeding 14 calendar days. Stabilization measures that provide a protective cover must be initiated immediately in portions of the site where construction activities have permanently.ceased. The term"immediately"is used to define the deadline for initiating stabilization measures.In the context of this requirement,"immediately"means as soon as practicable,but no later than the end of the next work day,following the day when the earth-disturbing activities have temporarily or permanently ceased. Except as provided in (A)through(D)below,these measures must be completed as soon as practicable,but no more than 14 calendar days after the initiation of soil stabilization measures: (A) Where the immediate ins"-tion of stabilization measures after construction activity ten _ :arily or permanently ceased is precluded Page 28 458 Construction General Permit TPDES General Permit TXR150000 by snow cover or frozen ground conditions,stabilization measures must be initiated as soon as practicable. (B) In arid areas,semi-arid areas,or drought-stricken areas where the immediate initiation of stabilization measures after construction activity has temporarily or permanently ceased or is precluded by arid conditions,erosion control and stabilization measures•must be initiated as soon as practicable. Where vegetative controls are not feasible due to arid conditions,the operator shall immediately install, and within 14 calendar days of a temporary or permanent cessation of work in any portion of the site complete,non-vegetative erosion controls. If non-vegetative controls are not feasible,the operator shall install temporary sediment controls as required in Paragraph(C) below. (C) In areas where temporary stabilization measures are infeasible,the operator may alternatively utilize temporary perimeter controls. The operator must document in the SWP3 the reason why stabilization measures are not feasible,and must demonstrate that the perimeter controls will retain sediment on site to the extent practicable. The operator must continue to inspect the BMPs at the frequency established in Section III.F.7.(a)for unstabilized sites. (D) If the initiation or completion of vegetative stabilization is affected by circumstances beyond the control of the permittee,vegetative stabilization must be initiated or completed as soon as conditions or circumstances allow it on the site. The requirement to initiate stabilization is triggered as soon as it is known with reasonable certainty that work will be stopped for 14 or more additional calendar days. (iv) Final stabilization must be achieved prior to termination of permit coverage. (v) TCEQ does not expect that temporary or permanent stabilization measures to be applied to areas that are intended to be left un-vegetated or un- stabilized following construction(e.g.,dirt access roads,utility pole pads, areas being used for storage of vehicles,equipment,or materials). (c) Sediment Control Practices The SWP3 must include a description of any sediment control practices used to remove eroded soils from stormwater runoff,including the general timing or sequence for implementation of controls. (i) Sites With Drainage Areas of Ten or More Acres (A) Sedimentation Basin(s) (1) A sedimentation basin is required,where feasible,for a common drainage location that serves an area with ten.(10)or more acres disturbed at one time. A sedimentation basin maybe temporary or permanent,and must provide sufficient storage to contain a calculated volume of runoff from a 2-year,24-hour storm from each disturbed acre drained. When calculating the volume of runoff from a 2-year,24-hour storm event,it is not required to include the flows from offsite areas and flow from onsite areas that are either undisturbed or have already undergone permanent stabilization,if these ws are diverted around both the disturbed areas of the site and ttie sediment basin.Capacity calculations shall be included in the SWP3. Page 29 459 Construction General Permit TPDES General Permit TXR150000 (2) Where rainfall data is not available or a calculation cannot be performed,the sedimentation basin must provide at least 3,600 cubic feet of storage per acre drained until final stabilization of the site. (3) If a sedimentation basin is not feasible,then the permittee shall provide equivalent control measures until final stabilization of.the site. In determining whether installing a sediment basin is feasible,the permittee may consider factors such as site soils, slope,available area,public safety,precipitation patterns,site geometry,site vegetation,infiltration capacity,geotechnical factors,depth to groundwater,and other similar considerations. The permittee shall document the reason that the sediment basins are not feasible,and shall utilize equivalent control measures, which may include a series of smaller sediment basins. (4) Unless infeasible,when discharging from sedimentation basins and impoundments,the permittee shall utilize outlet structures that withdraw water from the surface. (B) Perimeter Controls: At a minimum,silt fences,vegetative buffer strips,or equivalent sediment controls are required for all down slope boundaries of the construction area,and for those side slope boundaries deemed appropriate as dictated by individual site conditions. (ii) Controls for Sites With Drainage Areas Less than Ten Acres: (A) Sediment traps and sediment basins may be used to control solids in stormwater runoff for drainage locations serving less than ten(io) • acres. At a minimum,silt fences,vegetative buffer strips,or equivalent sediment controls are required for all down slope boundaries of the construction area,and for those side slope boundaries deemed appropriate as dictated by individual site conditions. (B) Alternatively,a sediment basin that provides storage for a calculated volume of runoff from a 2-year,24-hour storm from each disturbed acre drained may be utilized. Where rainfall data is not available or a calculation cannot be performed,a temporary or permanent sediment basin providing 3,600 cubic feet of storage per acre drained may be provided. If a calculation is performed,then the calculation shall be included in the SWP3. (C) If sedimentation basins or impoundments are used,the permittee shall comply with the requirements in Part III.G.6 of this general permit. 3. Description of Permanent Stormwater Controls A description of any measures that will be installed during the construction process to control pollutants in stormwater discharges that may occur after construction operations have been completed must be included in the SWP3. Permittees are only responsible for the installation and maintenance of stormwater management measures prior to,final stabilization of the site or prior to submission of an NOT. 4. Other Required Controls and BMPs (a) Permittees shall minimize,to the e-- it practicable,the off-site vehicle tracking of sediments and the generation of st. The SWP3 shall include a description of controls utilized to accomplish this requirement. Page 3o 460. Construction General Permit TPDES General Permit TXR150000 (b) The SWP3 must include a description of construction and waste materials expected to be stored on-site and a description of controls to minimize pollutants from these materials. (c) The SWP3 must include a description of potential pollutant sources from areas other than construction(such as stormwater discharges from dedicated asphalt plants and dedicated concrete batch plants),and a description of controls and measures that will be implemented at those sites to minimize pollutant discharges. (d) Permittees shall place velocity dissipation devices at discharge locations and along the length of any outfall channel(i.e.,runoff conveyance).to provide a non- erosive flow velocity from the structure to a water course,so that the natural physical and biological characteristics and functions are maintained and protected. (e) Permittees shall design and utilize appropriate controls to minimize the offsite transport of suspended sediments and.other pollutants if it is necessary to pump or channel standing water from the site. (f) Permittees shall ensure that all other required controls and BMPs comply with all of the requirements of Part III.G of this general permit. 5. Documentation of Compliance with Approved State and Local Plans (a) Permittees must ensure that the SWP3 is consistent with requirements specified in applicable sediment and erosion site plans or site permits,or stormwater management site plans or site permits approved by federal,state,or local officials. (b) SWPgs must be updated as necessary to remain consistent with any changes applicable to protecting surface water resources in sediment erosion site plans or site permits,or stormwater management site plans or site permits approved by state or local official for which the permittee receives written notice. (c) If the permittee is required to prepare a separate management plan,including but not limited to a WPAP or Contributing Zone Plan in accordance with 3o TAC Chapter 213(related to the Edwards Aquifer),then a copy of that plan must be either included in the SWP3 or made readily available upon request to authorized personnel of the TCEQ. The permittee shall maintain a copy of the approval letter for the plan in its SWP3. 6. Maintenance Requirements (a) All protective measures identified in the SWP3 must be maintained in effective operating condition. If,through inspections or other means,the permittee determines that BMPs are not operating effectively,then the permittee shall perform maintenance as necessary to maintain the continued effectiveness of stormwater controls,and prior to the next rain event if feasible. If maintenance prior to the next anticipated storm event is impracticable,the reason shall be documented in the SWP3 and maintenance must be scheduled and accomplished as soon as practicable. Erosion and sediment controls that have been intentionally disabled,run-over,removed,or otherwise rendered ineffective must be replaced or corrected immediately upon discovery. (b) If periodic inspections or other information indicates a control has been used incorrectly,is performing inadequately,or is damaged,then the operator shall replace or modify the control as soon as practicable after making the discovery. (c) Sediment must be removed from s nent traps and sedimentation ponds no later than the time that design capacity has been reduced by 50%. For perimeter Page 31 461 Construction General Permit TPDES General Permit TXRi50000 controls such as silt fences,berms,etc.,the trapped sediment must be removed before it reaches 5o%of the above-ground height. (d) If sediment escapes the site,accumulations must be removed at a frequency that minimizes off-site impacts,and prior to the next rain event,if feasible. If the permittee does not own or operate the off-site conveyance,then the permittee shall work with the owner or operator of the property to remove the sediment. 7. Inspections of Controls (a) Personnel provided by the permittee must inspect disturbed areas of the construction site that have not been finally stabilized,areas used for storage of materials that are exposed to precipitation,discharge locations,and structural controls for evidence of,or the potential for,pollutants entering the drainage system. Personnel conducting these inspections must be knowledgeable of this general permit,familiar with the construction site,and knowledgeable of the SWP3 for the site. Sediment and erosion control measures identified in the SWP3 must be inspected to ensure that they are operating correctly. Locations where vehicles enter or exit the site must be inspected for evidence of off-site sediment tracking. Inspections must:be conducted at least once every 1.4 calendar days and within 24 hours of the end of a storm event of o.5 inches or greater. Where sites have been finally or temporarily stabilized or where runoff is unlikely due to winter conditions(e.g.site is covered with snow,ice,or frozen ground exists),inspections must be conducted at least once every month. In arid,semi-arid,or drought-stricken areas,inspections must be conducted at least once every month and within 24 hours after the end of a storm event of o.5 inches or greater. The SWP3 must also contain a record of the total rainfall measured,as well as the approximate beginning and ending dates of winter or drought conditions resulting in monthly frequency of inspections. • As an alternative to the above-described inspection schedule of once every 14 calendar days and within 24.hours of a storm event of o.5 inches or greater,the SWP3 may be developed to require that these inspections will occur at least once every seven(7)calendar days. If this alternative schedule is developed,then the inspection must occur regardless of whether or not there has been a rainfall event since the previous inspection. The inspections may occur on either schedule provided that the SWP3 reflects the current schedule and that any changes to the schedule are conducted in accordance with the following provisions: the schedule may be changed a maximum of one time each month,the schedule change must be implemented at the beginning of a calendar month,and the reason for the schedule change must be documented in the SWP3(e.g.,end of"dry".season and beginning of"wet" season). (b) Utility line installation,pipeline construction,and other examples of long, narrow,linear construction activities may provide inspection personnel with limited access to the areas described in Part III.F.7.(a)above. Inspection of these areas could require that vehicles compromise temporarily or even permanently stabilized areas,cause additional disturbance of soils,and increase the potential for erosion. In these circumstances,controls must be inspected at least once every 1.4 calendar days and within 24 hours of the end of a storm event of o.5 inches or greater,but representative inspections may be performed. For representative inspections,personnel must inspect controls along the construction site for o.25 mile abo--- -nd below each access point where a roadway,undisturbed right-of-wa;, ..other similar feature intersects the construction site and allows access to the areas described in Part III.F.7.(a) Page 32 462 Construction General Permit TPDES General Permit TXR150000 (( - above. The conditions of the controls along each inspected 0.25 mile portion may be considered as representative of the condition of controls along that reach extending from the end of the o.25mile portion to either the end of the next o.25 mile inspected portion,or to the end of the project,whichever occurs first. As an alternative to the above-described inspection schedule of once every 14 calendar days and within 24 hours of a storm event of o.5 inches or greater,the SWP3 may be developed to require that these inspections will occur at least once every seven(7)calendar days. If this alternative schedule is developed,the inspection must occur regardless of whether or not there has been a rainfall event since the previous inspection. The inspections may occur on either schedule provided that the SWP3 reflects the current schedule and that any changes to the schedule are conducted in accordance with the following provisions: the schedule may be changed a maximum of one time each month, the schedule change must be implemented at the beginning of a calendar month, and the reason for the schedule change must be documented in the SWP3(e.g., end of"dry"season and beginning of"wet"season). (c) In the event of flooding or other uncontrollable situations which prohibit access to the inspection sites,inspections must be conducted as soon as access is practicable. (d) The SWP3 must be modified based on the results of inspections,as necessary,to better control pollutants in runoff. Revisions to the SWP3 must be completed within seven(7)calendar days following the inspection. If existing BMPs are modified or if additional BMPs are necessary,an implementation schedule must be described in the SWP3 and wherever possible those changes implemented before the next storm event. If implementation before the next anticipated storm event is impracticable,these changes must be implemented as soon as practicable. (e) A report summarizing the scope of the inspection,the date(s)of the inspection, and major observations relating to the implementation of the SWP3 must be made and retained as part of the SWP3. Major observations should include: The locations of discharges of sediment or other pollutants from the site; locations of BMPs that need to be maintained;locations of BMPs that failed to operate as designed or proved inadequate for a particular location;and locations where additional BMPs are needed. Actions taken as a result of inspections must be described within,and retained as a part of,the SWP3. Reports must identify any incidents of non-compliance. Where a report does not identify any incidents of non-compliance,the report must contain a certification that the facility or site is in compliance with the SWP3 and this permit. The report must be signed by the person and in the manner required by 3o TAC§305.128 (relating to Signatories to Reports). The names and,qualifications of personnel making the inspections for the permittee may be documented once in the SWP3 rather than being included in each report. 8. The SWP3 must identify and ensure the implementation of appropriate pollution prevention measures for all eligible non-stormwater components of the discharge,as listed in Part II.A.3.of this permit. 9. The SWP3 must include the information required in Part III.B.of this general permit. 10. The SWP3 must include pollution prevention procedures that comply with Part III.G.4 of this general permit. Page 33 463 Construction General Permit TPDES General Permit TXR150o00 Section G. Erosion and Sediment Control Requirements Applicable to All Sites Except as provided in 4o CFR§§125.30-125.32,any discharge regulated under this general permit,with the exception of sites that obtained waivers based on low rainfall erosivity,must achieve,at a minimum,the following effluent limitations representing the degree of effluent reduction attainable by application of the best practicable control technology currently available(BPT). 1. Erosion and sediment controls.Design,install,and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants.At a minimum,such controls must be designed,installed,and maintained to: (a) Control stormwater volume and velocity within the site to minimize soil erosion; (b) If any stormwater flow.will be channelized at the site,stormwater controls must be designed to control both peak flowrates and total stormwater volume to minimize erosion at outlets and to minimize downstream channel and streambank erosion; (c) Minimize the amount of soil exposed during construction activity; (d)Minimize the disturbance of steep slopes; (e) Minimize sediment discharges from the site.The design,installation,and maintenance of erosion and sediment controls must address factors such as the amount,frequency,intensity and duration of precipitation,the nature of resulting stormwater runoff,and soil characteristics,including the range of soil particle sizes expected to be present on the site; (f) If earth disturbance activities are located in close proximity to a surface water, provide and maintain appropriate natural buffers if feasible and as necessary, around surface waters,depending on site-specific topography,sensitivity,and proximity to water bodies. Direct stormwater to vegetated areas to increase sediment removal and maximize stormwater infiltration. If providing buffers is infeasible, the permittee shall document the reason that natural buffers are not feasible,and shall implement additional erosion and sediment controls to reduce sediment load; (g) Preserve native topsoil at the site,unless infeasible; and (h) Minimize soil compaction in post-construction pervious areas. In areas of the construction site where final vegetative stabilization will occur or where infiltration practices will be installed,,either: (1) restrict vehicle and equipment use to avoid soil compaction;or (2) prior to seeding or planting areas of exposed soil that have been compacted, use techniques that condition the soils to support vegetative growth,if necessary and feasible; (i) TCEQ does not consider stormwater control features(e.g.,stormwater conveyance channels,storm drain inlets,sediment basins)to constitute"surface waters"for the purposes of triggering the buffer requirement in Part III.G.(f) above. 2. Soil stabilization.Stabilization of disturbed areas must,at a minimum,be initiated immediately whenever any clearing,grading,excavating,or other earth disturbing activities have permanently ceased on anyportion of the site,or temporarily ceased on any portion of the site and will not resume for a period exceeding 14 calendar days. In the context of this requirement,"immediately"means as soon as practicable, but no later than the end of the next we lay,following the day when the earth- disturbing activities have temporarily or permanently ceased. Temporary Page 34 464 Construction General Permit TPDES General Permit TXR150000 stabilization must be completed no more than 14 calendar days after initiation of soil stabilization measures,and final stabilization must be achieved prior to termination of permit coverage. In arid,semi-arid,and drought-stricken areas where initiating vegetative stabilization measures immediately is infeasible,alternative non- vegetative stabilization measures must be employed as soon as practicable.Refer to Part III.F.2.(b)for complete erosion control and stabilization practice requirements. 3. Dewatering.Discharges from dewatering activities,including discharges from dewatering of trenches and excavations,are prohibited,unless managed by appropriate controls. 4. Pollution prevention measures.Design,install,implement,and maintain effective pollution prevention measures to minimize the discharge of pollutants.At a minimum,such measures must be designed,installed,implemented,and maintained to: (a) Minimize the discharge of pollutants from equipment and vehicle washing,wheel wash water,and other wash waters.Wash waters must be treated in a sediment basin or alternative control that provides equivalent or better treatment prior to. discharge; (b) Minimize the exposure of building materials,building products,construction wastes,trash,landscape materials,fertilizers,pesticides,herbicides,detergents, sanitary waste,and other materials present on the site to precipitation and to stormwater;and (c) Minimize the discharge of pollutants from spills and leaks,and implement chemical spill and leak prevention and response procedures. 5. Prohibited discharges.The following discharges are prohibited: (a) Wastewater from wash out of concrete trucks,unless managed by an appropriate control(see Part V of the general permit); (b) Wastewater from wash out and cleanout of stucco,paint,form release oils,curing compounds and other construction materials; (c) Fuels,oils,or other pollutants used in vehicle and equipment operation and maintenance;and (d) Soaps or solvents used in vehicle and equipment washing. 6. Surface outlets.When discharging from basins and impoundments,utilize outlet structures that,withdraw water from the surface,unless infeasible.. Part IV. Stormwater Runoff from Concrete Batch Plants Discharges of stormwater runoff from concrete batch plants at regulated construction sites may be authorized under the provisions of this general permit provided that the following requirements are met for concrete batch plant(s)authorized under this permit. If discharges of stormwater runoff from concrete batch plants are not covered under this general permit, then discharges must be authorized under an alternative general permit,or individual permit. This permit does not authorize the discharge or land disposal of any wastewater from concrete batch plants at regulated construction sites. Authorization for these wastes must be obtained under an individual permit or an alternative general permit. Section A. Benchmark Sampling Requirements 1. Operators of concrete batch plants authorized under this general permit shall sample the stormwater runoff from the concrei itch plants according to the requirements Page 35 465 Construction General Permit TPDES General Permit TXR150000 of this section of this general permit,and must conduct evaluations on the effectiveness of the SWP3 based on the following benchmark monitoring values: Table 1.Benchmark Parameters Benchmark Benchmark Value Sampling Sample Type Parameter Frequency Oil and Grease 15 mg/L 1/quarter(*1)(*2) Grab(*3) Total Suspended 10o mg/L 1/quarter(*1)(*2) Grab(*3) Solids pH 6.o—9.o Standard i/quarter(*1)(*2) Grab(*3) Units Total Iron 1.3 mg/L 1/quarter(*1)(*2) Grab(*3) (*1) When discharge occurs. Sampling is required within the first 3o minutes of discharge. If it is not practicable.to take the sample,or to complete the sampling,within the first 3o minutes,sampling must be completed within the first hour of discharge. If sampling is not completed within the first 30 minutes of discharge,the reason must be documented and attached to all required reports and records of the sampling activity. (*2) Sampling must be conducted at least once during each of the following periods. The first sample must be collected during the first full quarter that a stormwater discharge occurs from a concrete batch plant authorized under this general permit. January through March April through June July through September October through December For projects lasting less than one full quarter,a minimum of one sample shall be collected,provided that a stormwater discharge occurred at least once following submission of the NOI or following the date that automatic authorization was obtained under Section II.E.2.,and prior to terminating coverage. (*3) A grab sample shall be collected from the stormwater discharge resulting from a storm event that is at least o.i inches of measured precipitation that occurs at least 72 hours from the previously measurable storm event. The sample shall be collected downstream of the concrete batch plant,and where the discharge exits any BMPs utilized to handle the runoff from the batch plant,prior to commingling with any other water authorized under this general permit. . 2. The permittee must compare the results of sample analyses to the benchmark values above,and must include this comparison in the overall assessment of the SWP3's effectiveness. Analytical results that exceed a benchmark value are not a violation of this permit,as these values are not numeric effluent limitations. Results of analyses are indicators that modifications of the SWP3 should be assessed and may be-. necessary to protect water quality.The operator must investigate the cause for each exceedance and must document the results of this investigation in the SWP3 by the end of the quarter following the sampli :vent. Page 36 • 466 Construction General Permit TPDES General Permit TXR1500o0 The operator's investigation must identify the following: (a) any additional potential sources of pollution,such as spills that might have occurred, (b) necessary revisions to good housekeeping measures that are part of the SWP3, (c) additional BMPs,including a schedule to install or implement the BMPs,and (d) other parts of the SWP3 that may require revisions in order to meet the goal of the benchmark values. Background concentrations of specific pollutants may also be considered during the investigation. If the operator is able to relate the cause of the exceedance to background concentrations,then subsequent exceedances of benchmark values for that pollutant may be resolved by referencing earlier findings in the SWP3. Background concentrations may be identified by laboratory analyses of samples of stormwater ninon to the permitted facility,by laboratory analyses of samples of stormwater run-off from adjacent non-industrial areas,or by identifying the pollutant is a naturally occurring material in soils at the site. Section B. Best Management Practices(BMPs)and SWP3 Requirements Minimum SWP3 Requirements—The following are required in addition to other SWP3 requirements listed in this general permit(including,but not limited to Part III.F.7.of this permit): 1. Description of Potential Pollutant Sources-The SWP3 must provide a description of potential sources(activities and materials)that may reasonably be expected to affect the quality of stormwater discharges associated with concrete batch plants authorized under this permit. The SWP3 must describe practices that that will be used to reduce the pollutants in these discharges to assure compliance with this general permit, including the protection of water quality,and must ensure the implementation of these practices. The following must be developed,at a minimum,in support of developing this description: (a) Drainage—The site map must include the following information: (1) the location of all outfalls for stormwater discharges associated with concrete batch plants that are authorized under this permit; (2) a depiction of the drainage area and the direction of flow to the outfall(s); (3) structural controls used within the drainage area(s); (4) the locations of the following areas associated with concrete batch plants that are exposed to precipitation:vehicle and equipment maintenance activities(including fueling,repair,and storage areas for vehicles and equipment scheduled for maintenance);areas used for the treatment, storage,or disposal of wastes;liquid storage tanks;material processing and storage areas;and loading and unloading areas;.and (5) the locations of the following: any bag house or other dust control device(s);recycle/sedimentation pond,clarifier or other device used for the treatment of facility wastewater(including the areas that drain to the treatment device); areas with significant materials;and areas where major spills or leaks have occurred. (b) Inventory of Exposed Materials— A list of materials handled at the concrete batch plant that may be exposed 1 ormwater and that have a potential to Page 37 467 Construction General Permit TPDES General Permit TXRt50000 affect the quality of stormwater discharges associated with concrete batch plants that are authorized under this general permit. (c) Spills and Leaks-A list of significant spills and leaks of toxic or hazardous pollutants that occurred in areas exposed to stormwater and that drain to stormwater outfalls associated with concrete batch plants authorized under this general permit must be developed,maintained,and updated as needed. (d) Sampling Data-A summary of existing stormwater discharge sampling data must be maintained,if available. 2. Measures and Controls-The SWP3 must include a description of management controls to regulate pollutants identified in the SWP3's"Description of Potential Pollutant Sources"from Part IV.B.t.(a)of this permit,and a schedule for implementation of the measures and controls. This must include,at a minimum: (a) Good Housekeeping-Good housekeeping measures must be developed and implemented in the area(s)associated with concrete batch plants. (t) Operators must prevent or minimize the discharge of spilled cement, aggregate(including sand or gravel),settled dust,or other significant materials from paved portions of the site that are exposed to stormwater. Measures used to minimize.the presence of these materials may include regular sweeping or other equivalent practices. These practices must be conducted at a frequency that is determined based on consideration of the amount of industrial activity occurring in the area and frequency of precipitation,and shall occur at least once per week when cement or aggregate is being handled or otherwise processed in the area. (2) Operators must prevent the exposure of fine granular solids,such as cement,to stormwater.Where practicable,these materials must be stored in enclosed silos,hoppers or buildings,in covered areas,or under covering. (b) Spill Prevention and Response Procedures-Areas where potential spills that can contribute pollutants to stormwater runoff,and the drainage areas from these locations,must be identified in the SWP3. Where appropriate,the SWP3 must specify material handling procedures,storage requirements,and use of equipment. Procedures for cleaning up spills must be identified in the SWP3 and made available to the appropriate personnel. (c) Inspections-Qualified facility personnel(i.e.,a person or persons with knowledge of this general permit,the concrete batch plant,and the SWP3 related to the concrete batch plant(s)for the site)must be identified to inspect designated equipment and areas of the facility specified in the SWP3.The inspection frequency must be specified in the SWP3 based upon a consideration of the level of concrete production at the facility,but must be a minimum of once per month while the facility is in operation.The inspection must take place while the facility is in operation and must,at a minimum,include all areas that • are exposed to stormwater at the site,including material handling areas,above ground storage tanks,hoppers or silos,dust collection/containment systems, truck wash down and equipment cleaning areas. Follow-up procedures must be used to ensure that appropriate actions are taken in response to lithe inspections. Records of inspections must be maintained and be made readily available for inspection upon request. (d) Employee Training-An employee training program must be developed to educate personnel responsible for implementing any component of the SWP3, or personnel otherwise responsib'-rir stormwater pollution prevention,with the provisions of the SWP3. The___zuency of training must be documented in Page 38 468 Construction General Permit TPDES General Permit TXRi50000 ( the SWP3,and at a minimum,must consist of one training prior to the initiation of operation of the concrete batch plant. (e) . Record Keeping and Internal Reporting Procedures-A description of spills and similar incidents,plus additional information that is obtained regarding the quality and quantity of stormwater discharges,must be included in the SWP3. Inspection and maintenance activities must be documented and records of those inspection and maintenance activities must be incorporated in the.SWP3. (f) Management of Runoff-The SWP3 shall contain a narrative consideration for reducing the volume of runoff from concrete batch plants by diverting runoff or otherwise managing runoff,including use of infiltration,detention ponds, retention ponds,or reusing of runoff. 3. Comprehensive Compliance Evaluation—At least once per year,one or more qualified personnel(i.e.,a person or persons with knowledge of this general permit, the concrete batch plant,and the SWP3 related to the concrete batch plant(s)for the site)shall conduct a compliance evaluation of the plant. The evaluation must include the following. (a) Visual examination of all areas draining stormwater associated with regulated concrete batch plants for evidence of,or the potential for,pollutants entering the drainage,system. These include but are not limited to: cleaning areas, material handling areas,above ground storage tanks;hoppers or silos,dust collection/containment systems,and truck wash down and equipment cleaning areas. Measures implemented to reduce pollutants in runoff(including structural controls and implementation of management practices)must be evaluated to determine if they are effective and if they are implemented in accordance with the terms of this permit and with the permittee's SWP3. The operator shall conduct a visual inspection of equipment needed to implement the SWP3,such as spill response equipment. (b) Based on the results of the evaluation,the following must be revised as appropriate within two weeks of the evaluation: the description of potential pollutant sources identified in the SWP3(as required in Part W.B.i., "Description of Potential Pollutant Sources");and pollution prevention measures and controls identified in the SWP3(as required in Part IV.B.2., "Measures and Controls"). The revisions may include a schedule for implementing the necessary changes. (c) The permittee shall prepare and include in the SWP3 a report summarizing the scope of the evaluation,the personnel making the evaluation,the date(s)of the evaluation,major observations relating to the implementation of the SWP3,and actions taken in response to the findings of the evaluation. The report must identify any incidents of noncompliance. Where the report does not identify incidences of noncompliance,the report must contain a statement that the evaluation did not identify any incidence(s),and the report must be signed according to 3o TAC§305.1.28,relating to Signatories to Reports. (d) The Comprehensive Compliance Evaluation may substitute for one of the required inspections delineated in Part IV.B.2.(c)of this general permit. Section C. Prohibition of Wastewater Discharges Wastewater discharges associated with concrete production including wastewater disposal by land application are not authorized under this general permit. These wastewater discharges must be authorized under an alternative TCEQ water quality permit or otherwise disposed of in an auth ;ed manner. Discharges of concrete truck wash out at construction sites may be authorized if conducted in accordance with the requirements of Part V of this general permit. Page 39 469 Construction General Permit TPDES.General Permit TXR1500o0 Part V. Concrete Truck Wash Out Requirements This general permit authorizes the wash out of concrete trucks at construction sites regulated under Sections II.E.1.,2.,and 3.of this general permit,provided the following requirements are met. Authorization is limited to the land disposal of wash out water from concrete trucks: Any other direct discharge of concrete production waste water must be authorized under a separate TCEQ general permit or individual permit. 1. Direct discharge of concrete truck wash out water to surface water in the state, including discharge to storm sewers,is prohibited by this general permit. 2. Concrete truck wash out water shall be discharged to areas at the construction site where structural controls have been established to prevent direct discharge to surface waters,or to areas that have a minimal slope that allow infiltration and filtering of wash out water to prevent direct discharge to surface waters. Structural controls may consist of temporary berms,temporary shallow pits,temporary storage tanks with slow rate release, or other reasonable measures to prevent runoff from the construction site. 3. Wash out of concrete trucks during rainfall events shall be minimized.1 The direct discharge of concrete truck wash out,water is prohibited at all times,and the operator shall insure that its BMPs are sufficient to prevent the discharge of concrete truck wash out as the result of rainfall or stormwater runoff. 4. The discharge of wash out water must not cause or contribute to groundwater contamination. 5. If a SWP3 is required to be implemented,the SWP3 shall include concrete wash out areas on the associated site map. Part VI. Retention of Records The permittee must retain the following records for a minimum period of three(3)years from the date that a NOT is submitted as required by Part II.E.3. For activities in which an NOT is not required,records shall be retained for a minimum period of three(3)years from the date that the operator terminates coverage under Section II.F.3.of this permit. Records include: i. A copy of the SWP3; 2. All reports and actions required by this permit,including a copy of the construction site notice; i 3. All data used to complete the NOI,if an NOI is required for coverage under this general permit;and. 4. All records of submittal of forms submitted to the operator of any MS4 receiving the discharge and to the secondary operator of a large construction site,if applicable. Part VII. Standard Permit Conditions i. The permittee has a duty to comply with all permit conditions. Failure to comply with any permit condition is a violation of the permit and statutes under which it was issued,and is grounds for enforcement action,for terminating,revoking,or denying coverage under this general permit,or for requiring a discharger to apply for and obtain an individual TPDES permit. 2. Authorization under this general permit may be suspended or revoked for cause. Filing a notice of planned changes or anticipated non-compliance by the permittee does not stay any permit condition. Th xmittee must furnish to the executive director,upon request and within a reasuiiable time,any information necessary for the executive director to determine whether cause exists for revoking,suspending,or �. Page 4o 470 Construction General Permit TPDES General Permit TXR150000 • terminating authorization under this permit. Additionally,the permittee must provide to the executive director,upon request,copies of all recordsthat the permittee is required to maintain as a condition of this general permit. 3. It is not a defense for a discharger in an enforcement action that it would have been necessary to halt or reduce the permitted activity to maintain compliance with the permit conditions. 4. Inspection and entry shall be allowed under TWC Chapters 26-28,Texas Health and Safety Code§§361.o32-361.o33 and 361.037,and 4o CFR§122.41(i).The statement in TWC§26.014 that commission entryof a facility shall occur according to an establishment's rules and regulations concerning safety,internal security,and fire protection is not grounds for denial or restriction of entry to any part of the facility or site,but merely describes the commission's duty to observe appropriate rules and regulations during an inspection. 5. The discharger is subject to administrative,civil,and criminal penalties,as applicable,under TWC Chapter 7 for violations including but not limited to the following: (a) negligently or knowingly violating the federal CWA§§3oi,302,306,307,308, 318,or 405,or any condition or limitation implementing any sections in a permit issued under CWA§402,or any requirement imposed in a pretreatment program approved under CWA§§4o2(a)(3)or 4o2(b)(8); (b) knowingly making any false statement,representation,or certification in any record or other document submitted or required to be maintained under a permit,including monitoring reports or reports of compliance or noncompliance;and (c) knowingly violating§303 of the federal CWA,and placing another person in imminent danger of death or serious bodily injury. 6. All reports and other information requested by the executive director must be signed by the person and in the manner required by 3o TAC§305.128(relating•to Signatories to Reports). 7. Authorization under this general permit does not convey property or water rights of any sort and does not grant any exclusive privilege. 8. The permittee shall take all reasonable steps to minimize or prevent any discharge in violation of this permit that has a reasonable likelihood of adversely affecting human health or the environment. • 9. The permittee shall at all times properly operate and maintain all facilities and systems of treatment and control(and related appurtenances)which are installed or used by the permittee to achieve compliance with the conditions of this permit. Proper operation and maintenance also includes adequate laboratory controls and appropriate quality assurance procedures.This provision requires the operation of back-up or auxiliary facilities or similar systems which are installed by a permittee only when the operation is necessary to achieve compliance with the conditions of the permit. 10.The permittee shall comply with the reporting requirements in 4o CFR§122.41(1),as applicable. Part VIII. Fees 1. A fee of must be submitted along with the NOI: (a) $325,if submitting a paper NOI,c_ (b) $225 if submitting an NOI electronically. Page 41 471 Construction General Permit TPDES General Permit TXR150000 2. Fees are due upon submission of the NOI. An NOI will not be declared administratively complete unless the associated fee has been paid in full. 3. No separate annual fees will be assessed for this general permit. The Water Quality Annual Fee has been incorporated into the NOI fees as described above: 11 ' I Page 42 472 Construction General Permit TPDES General Permit TXR150000 Appendix A: Automatic Authorization • Periods of Low Erosion Potential by County—Eligible Date Ranges Andrews: Nov.15-Apr.3o Ector: Nov.15-Apr.30 Archer: Dec. 15-Feb.14 Edwards: Dec.15-Feb. 14 Armstrong: Nov. -Apr.3o El Paso: Jan. 1-Jul.14,or May 15-Jul.. Bailey: Nov. -Apr.3o,or Nov. 15-May 31,or Jun.1-Aug. 14,.or Jun. 15-Sept.14, 14 or Jul. 1-Oct.14,or Jul.15-Oct.31,or Aug.1-Apr.30,or Aug. 15-May 14,or, Baylor: Dec. -Feb. 14 Sept.1-May 30,or Oct. 1-Jun.14,or Borden: Nov.15 Apr.30 Nov.1-Jun.30,or Nov. 15-Jul.14 Brewster: Nov.15-Apr.30 Fisher: Dec.15-Feb.14 Briscoe: Nov. -Apr.30 Floyd: Nov. -Apr.30 Brown: Dec.15-Feb.14 Foard: Dec. 15-Feb.14 Callahan: Dec. -Feb.14 Gaines: Nov. -Apr.30 Carson: Nov. 15-Apr.3o Garza: Nov.15-Apr.30 Castro: Nov. -Apr.3o Glasscock: Nov. -Apr.30 Childress: Dec.15-Feb.14 Hale: Nov. -Apr.30 Cochran: Nov. 1-Apr.30,.or Nov..15- Hall: Feb. 1-Mar.30 May 14 Hanford: Nov. -Apr.30 Coke: Dec.15-Feb.14 Hardeman: Dec.15-Feb.14 Coleman: Dec. 15-Feb.14 Hartley: Nov.15-Apr.30 Collingsworth Jan. 1-Mar.30,or Dec. 1- Haskell: Dec. 15-Feb. 14 Feb.28 Hockley: Nov. 1-Apr.14,or Nov.15- Concho: Dec. 15-Feb.14 Apr.30 Cottle: Dec.15 Feb. 14 Howard: Nov. -Apr.30 Crane: Nov.15-Apr.30 Hudspeth: Nov.1-May 14 Crockett: Nov._15-Jan. 14,or Feb. 1- Hutchinson: Nov.15-Apr.30 Mar.3o Irion: Dec.15-Feb. 14 Crosby: Nov. -Apr.3o Jeff Davis: Nov. 1-Apr.30 or Nov. 15- Culberson: Nov. 1-May 14 May 14 Dallam: Nov.1-Apr.14,or Nov. 15-Apr. Jones: Dec. 15-Feb.14 3o Kent: Nov. 15-Jan.14 or.Feb.1-Mar.30 Dawson: Nov. -Apr.3o Kerr: Dec.15-Feb. 14 Deaf Smith: Nov. -Apr..3o Kimble: Dec. -Feb. 14 Dickens: Nov. -Jan. 14,or Feb.1-Mar. King: Dec.15-Feb. 14 30 Dimmit: Dec. 15-Feb. 14 Kinney: Dec. 15-Feb. 14 Donley: Jan.1-Mar.30,or Dec:1-Feb. Knox: Dec.15-Feb. 14 28 Lamb: Nov. 1-Apr. 14,or Nov. -Apr. Eastland: Dec. 15-Feb.14 30 Page 43 473 Construction General Permit TPDES General Permit TXR150000 Loving: Nov.1-Apr.3o,or Nov. -May Scurry: Nov. -Apr.30 14 Shackelford: Dec.15-Feb. 14 Lubbock: Nov.15-Apr.30 Sherman: Nov. -Apr.30 Lynn: Nov.15 Apr.30 Stephens: Dec. 15-Feb.14 Martin: Nov. -Apr.3o Sterling: Nov.15-Apr.30 Mason: Dec. -Feb.14 Stonewall: Dec. -Feb. 14 Maverick: Dec. -Feb.14 Sutton: Dec. -Feb.14 I McCulloch: Dec. 15 Feb.14 Swisher: Nov. -Apr.3o 1 Menard: Dec. 15-Feb.14 Taylor: Dec. 15-Feb. 14 Midland: Nov. -Apr.3o Terrell: Nov. -Apr.3o Mitchell: Nov. -Apr.3o Terry: Nov. 15-Apr.30 Moore: Nov. -Apr.3o Throckmorton: Dec.15-Feb.14 Motley: Nov.i5-Jan.14,or Feb.1-Mar. Tom Green: Dec. 15-Feb. 14 30 Nolan: Dec. 15-Feb.14 Upton: Nov.15-Apr.3o Oldham: Nov.15-Apr.3o Uvalde: Dec. 15-Feb. 14 Parmer: Nov. 1-Apr. 14,or Nov. -Apr. Val Verde: Nov. -Jan.14,or Feb. - Mar.30 3o Pecos: Nov. -Apr.30 3 Ward: Nov.1-Apr.14,or Nov.15-Apr. Potter: Nov. -Apr.3o Wichita: Dec. 15-Feb.14 Presidio: Nov.1-Apr.3o,or Nov. - Wilbarger: Dec. 15-Feb.14 May 14 Randall: Nov.15-Apr.3o Winkler: Nov. 1.-Apr.3o,or Nov. 15- May 14 Reagan: Nov.15-Apr.3o Yoakum: Nov.,1-Apr.3o,or Nov. 15- Real: Dec. 15-Feb.14 May 14 Reeves: Nov. 1=Apr.3o,or Nov.15-May Young: Dec.15-Feb.14 14 Wheeler: Jan.1-Mar.30,i or Dec. 1-Feb. Runnels: Dec.15-Feb. 14 28 Schleicher: Dec.15-Feb. 14 Zavala: Dec.15-Feb. 14 I - Page 44 474 Construction General Permit TPDES General Permit TXR150000 6 Appendix B:Erosivity Index(EI)Zones in Texas -.-, s • ` 4��. .- l.I:�*'�c'jEr� a el yw-r .�---a- - --.. a■o mtea is- e■,�, ■ �'E'f8' �; i"ebe i ,. F•. ■ 'ir°I-- ^ e.i ILis'--• 9 W-tem - C^lbu A sY .a — n i?.'- N -dam e r ! ■c .et e e r p'411 al F'--. ■ 6 s. uV! 1(! ■ ram.. 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V el■'£ .,4, i #J■■V r: :`+ E®aurae rig,,,,,.�uat a�ie�� Ia"1 pi..ir * '"'t a •- a. i_ -EiPie;.gR7:ri'°a hi r a® �-- °Ee i o q�,B.._, q .' i ." i, , as a:aee.i N.:,--- . - .—� - • c '. f dl-9 a 'Z a-ra d1 6 —cam®dui® cid•.■. _ , l +Ce-�'.r,Eb -�i .ice—i -.• .• 1➢•a ® d' 4�,_ r:r ci 4re, •e� _._ =e r ti j . 1 t1• ��fb P. a r 'ear ,' 1.rem, ee! t®' '— g ` } R q ■� I , .' -.. r 7s sai!—.rim t,� 1-.m- : "•� ,:if ilk. t. ;•'). �.�■¢ t f . .r .Ct•T;..?ti: . Lit t1 :I I. Adapted from Chapter 2 of USDA Agriculture Handbook 703:"Predicting Soil Erosion by Water:A Guide to Conservation Planning With the Revised Universal Soil Loss Equation(RUSLE),"U.S.Department of Agriculture,Agricultural Research Service Page 45 475 1 Construction.General Permit TPDES General Permit TXR�S0000 1 Appendix C: Isoerodent Map FA rAlirAWMFMNIIII`Allainflent%1111:512 PP, 11114friiiriwtiriviinramidit lipV amt.-I-. iri"if ig Ivo iii r iiim' FAY_ -411.77 4 Ifittriabitqlopla - r .. Alarm, IN i ....., . ,i.„-Irigii.„.,...,r,iiiy,,,,,,,-„,..,,,..,,,,,itr,,,,,,,,,,,,„,:t__ ,,,,,,,,,,„..„,...........„,,_•,...,... iii\tilt!wrotteellwarraigi-ail pt..,-14010.410, cli is si ma innostisio RINI..-9:albstrii wittemrisiimi arm gilifigioril-Prirs-311wOlir.- - ttitsr) -- Itli - -11 161616- .. iti ..,_ ,,,' ,., tfifilrindirilitinP0,- ',lir 66:44111' '- _ . - -.wit ,' Vii - arkslimralearirtifist#, 40241-4,4411-Niii4i- lot s ..‘,04,./100,//741iiidti,.-gitittlitimilifitiliptittfatifiriPilloAdv:wirkrifitt',R6Sioli‘tgii44, gi 40 " *;*,.. ic.,i !...;11:4111111111,410yritiiihs;r" 14:01,stvil:Pirs Ir- 'IN WA limAllir,,sair.00:,00,0,,,,....,..,-., „1„,,--- ii at • ., ° Adapted from Chapter 2 of USDA Agriculture Handbook 703:`Predicting Soil Erosion by Water:A Guide to Conservation Planning With the Revised Universal Soil Loss Equation(RUSLE),"U.S.Department of Agriculture,Agricultural Research Service 1 I I 1 , Page 46 476 1 Construction General Permit TPDES General Permit TXR150000 Appendix D: Erosivity Indices for EI Zones in Texas Periods: EI# 1/1 i/i6 1/31 2/15 3/1 3/16 3/31 4/15 4/30 5/15 5/30 6/14 6/29 7/14 7/29 8/13 8/28 9/12 9/27 10/1210/2711/11 11/2612/11 12/31 89 0 1 1 2 3 4 7 2 8 27 38 48 55 62 69 76 . 83 90 94 97 98 99 ioo 100 100 90 0 1 2 3 4 6 8 13 21 29 37 46 54 60 65 69 74 81 87. 92 95 97 98. 99 100 9i o 0 0 0 1 1 1 2 6 16 29 39 46 53 60 67 74 81 88 95 99 99 ioo 100 ioo 92 0 0 0 0 1 i 1 2 6 16 29 39 46 53 60 67 74 : 81 88 95 99 99 ioo ioo ioo 93 0 a 1 2 3 4 6 8 13 25 40 49 56 62 67 72. 76 8o 85 91 97 98 99 99 ioo 94 0 1 2 4 - •6 8 io 15 21 29 38 47 53 57 61 65 70 76 83 88 91 94 96 98 ioo 95 0 1 3 5 7 9 11 14 18 27 35 41 46 51 57 62 68 , 73 79 84 89 93 96 98 100 96 0 2 4 6 9 12 17 23 3o 37 43 49 54 58 62 66 7o 74 78 82 -86 90 94 97 100 97 0 1 3 5 7 10 14 20 28 37 48 56 61 64 68 72 77 81 86 89 92 95 98 99 ioo io6 0 3 6 9 13 17 21 27 33 38 44 49 55 61 67 71 75 78 81 84 86 90 94 97 100 Each period begins on the date listed in the table above and lasts until the day before the following period. The final period begins on December ii and ends on December 31. Table adapted from Chapter 2 of USDA Agriculture Handbook 703:"Predicting Soil Erosion by Water:A Guide to Conservation Planning With the Revised Universal Soil Loss Equation(RUSLE),"U.S.Department of Agriculture, Agricultural Research Service • Page 47 477 TCEQ Office Use Only Permit No.: RN: CN: Region: ,-. RESET FORMmow- TCEQ Notice of Intent (NOI) for Stormwater; Discharges Associated with Construction Activity under TPIDES General Permit (TXRi50000) IMPORTANT: • Use the INSTRUCTIONS to fill out each question in this form. • Use the CHECKLIST to make certain all you filled out all required information. Incomplete applications WILL delay approval or result in automatic denial. • Once processed your permit can be viewed at: http://www2.tceq.texas.gov/wq dpa/index.cfm ePERMITS: Sign up now for online NOI: https://www3.tceq.texas.gov/steers/index.cfm Pay a$225 reduced application fee by using ePermits. APPLICATION FEE: • You must pay the$325 Application Fee to TCEQ.for the paper application to be complete. • Payment and NOI must be mailed to separate addresses. • Did you know you can pay on line? • Go to https://www3.tceq.texas.gov/epay/index.cfm • Select Fee Type: GENERAL PERMIT CONSTRUCTION STORM WATER DISCHARGE NOI APPLICATION • Provide your payment information below,for verification of payment: O Mailed Check/Money Order.No.: i Name Printed on Check: . O EPAY Voucher No.: Is the Payment Voucher copy attached? 0 Yes RENEWAL: Is this NOI a Renewal of an existing General Permit Authorization? (Note:A permit cannot be renewed after June 3, 2013.) 1 ©Yes The Permit number is:TXR15 (If a permit number is not provided, a new number will be assigned.) ONo 1) OPERATOR (Applicant) a) If the applicant is currently a customer with TCEQ,what is the Customer Number(CN) issued to this entity? You may search for your CN at: http:.//wwwi2.tceq.texas.gov/crpub/index.cfm?fuseaction=cust.CustSearch CN TCEQ 20022(03/05/2013) Page 1 478 b) What is the Legal Name of the entity(applicant)applying for this permit? (The legal name must be spelled exactly as filed with the Texas Secretary of State,County,or in the legal document forming the entity.) c) What is the name and title of the person signing the application? The person must be an executive official meeting signatory requirements in TAC`3o5.44(a)• Prefix(Mr.Ms.Miss): First/Last Name: Suffix: Title: Credential: d) What is the Operator Contact's(Responsible Authority)contact information and mailing address as recognized by the US Postal Service(USPS)? You may verify the address at: http://zim.usps.com/zip4/welcomejsp Phone#: ext: Fax#: E-mail: Mailing Address: Internal Routing(Mail Code,Etc.): City: State: ZIP Code: If outside USA: Territory: Country Code: Postal Code: e) Indicate the type of Customer(The instructions will help determine your customer type): El Individual Ei Limited Partnership El Sole Proprietorship-DBA 0 Joint Venture 0 General Partnership E Corporation I Trust []Estate D Federal Government E State Government 0 County Government 0 City Government ID Other Government f) Independent Operator? :E Yes E No (If governmental entity,subsidiary,or part of a larger corporation,check"No".) g) Number.of Employees: �■ 0-20; 1=121-100; 11101-250; [ 251-500;.or El 5oi or higher h) Customer Business Tax and Filing Numbers:' (REQUIRED for Corporations and.Limited Partnerships. Not Required for Individuals, Government,or Sole Proprietors) State Franchise Tax ID Number: Federal Tax ID: Texas Secretary of State Charter(filing)Number: DUNS.Number(if known): 2) APPLICATION CONTACT If TCEQ needs additional information regarding this application,who should be contacted? Is the application contact the same as the applicant identified above? ❑■ Yes,go to Section 3). I=1 No,complete section below. Prefix(Mr.Ms.Miss): First/Last Name: Suffix: Title: Credential: TCEQ 20022(03/05/2013) .. Page 2 479 Organization Name: Phone No.: ext: Fax Number: E-mail: Mailing Address: Internal Routing(Mail Code,Etc.): City: State: ZIP Code: Mailing Information if outside USA: Territory: Country Code: Postal Code: 3) REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE If the site of your business is part of a larger business site or if other businesses were located at this site before yours,a Regulated Entity Number(RN)may already be assigned for the larger site. Use the RN assigned for the larger site. Search TCEQ's Central Registry to see if the larger site may already be registered as a regulated site at: http://wwwi2.tceq.texas.gov/crpub/index.cfm?fuseaction=regent.RNSearch. If the site is found,provide the assigned Regulated Entity Reference Number and provide the information for the site to be authorized through this application below. The site information for this authorization may vary from the larger site information. a) TCEQ issued RE Reference Number(RN): RN b) Name of project or site(the name known by the community where located): c) In your own words,briefly describe the primary business of the Regulated Entity: (Do not repeat the SIC and NAICS code): d) County(or counties if>i) e) Latitude: Longitude: f) Does the site have a physical address? I1Yes,,complete Section A for a physical address. E No,complete Section B for site location information. Section.A: Enter the physical address for the site: Verify the address with USPS.If the address is not recognized as a delivery address,provide the address as identified for overnight mail delivery;93.1.emergency or other online map tools to confirm an address. Physical Address of Project or Site: Street Number: Street Name: City: . State:Texas ZIP Code: TCEQ 20022(03/o5/2013) I Page 3 480 Section B: Enter the site locationinformation. If no physical address(Street Number&Street Name),provide a written location access description to the site. (Ex.: located 2 miles west from intersection of Hwy 290&IH35 accessible on Hwy 290 South) City where the site is located or,if not in a city,what is the nearest city: State: Texas ZIP Code where the site is located: 4) GENERAL CHARACTERISTICS a) Is the project/site located on Indian Country Lands? ❑■ Yes-If the answer is Yes,you must obtain authorization through EPA,Region 6. ❑J No b) Is your construction activity associated with a facility that,when completed,would be associated with the exploration,development,or production of oil or gas or geothermal resources? E Yes-If the answer is Yes,you may be under jurisdiction of the Railroad Commission of Texas and may need to obtain authorization through EPA,Region 6. El No c) What is the Primary Standard Industrial Classification(SIC)Code that best describes the construction activity being conducted at the site? Primary SIC Code: d) If applicable,what is the Secondary SIC Code(s): e) What is the total number of acres disturbed? f) Is the project site part of a larger common plan of development or sale? 0■ Yes-If the answer is Yes,the total number of acres disturbed can be less than 5 acres. p No -If the answer is No,the total number of acres disturbed must be 5 or more. If the total number of acres disturbed is less than 5 then the project site does not qualify for coverage through this Notice of Intent. Coverage will be denied. See the requirements in the general permit for small construction sites. g) What is the name of the first water body(s)to receive the stormwater runoff or potential runoff from the site? h) What is the segment number(s)of the classified water body(s)that the discharge will eventually reach? TCEQ 20022(03/o5/2o13) Page 4 481 i) Is the discharge into an MS4? ❑■ Yes-If the answer is Yes,provide the name of the MS4 operator below. ID No If Yes,provide the name of the MS4 operator: Note: The general permit requires you to send a copy of the NOI to'the MS4 operator. j) Are any of the surface water bodies receiving discharges from the construction site on the latest EPA-approved CWA 3o3(d)List of impaired waters? ❑■ Yes-If the answer is Yes,provide the name(s)of the impaired water body(s)below. ■JNo If Yes,provide the name(s)of the impaired water body(s): k) Is the discharge or potential discharge within the Recharge Zone,Contributing Zone,or Contributing Zone within the Transition Zone of the Edwards Aquifer as defined in 3o TAC Chapter 213? ■❑ Yes-If the answer is Yes,complete certification below by checking"Yes." ❑■ No I certify that a copy of the TCEQ approved Plan required by the Edwards Aquifer Rule (3o TAC Chapter 213)is either included or referenced in the Stormwater Pollution Prevention Plan. E■ Yes • TCEQ 20022(03/05/2013) Page 5 482 l, . 5) CERTIFICATION Check Yes to the certifications below. Failure to indicate Yes to ALL items may result in denial of coverage under the general permit. a) I certify that I have obtained a copy and understand the terms and conditions of the Construction General Permit(TXR150000): []Yes b) I certify that the full legal name of the entity applying for this permit has been provided and is legally authorized to do business in Texas. ❑■ Yes c) I understand that a Notice of Termination(NOT)must be submitted when this authorization is no longer needed. El Yes d) I certify that a Stormwater Pollution Prevention Plan has been developed,will be implemented prior to construction and to the best of my knowledge and belief is compliant with any applicable local sediment and erosion control plans,as required in the general permit TXRi50000. Note:For multiple operators who prepare a shared SWP3,the confirmation of an operator may be limited to its obligations under the SWP3 provided all obligations are confirmed by at least one operator. 0 Yes Operator Certification .� �` I, Typed or printed name Title certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true, accurate,and complete. I am aware there are significant penalties forr submitting false information,including the possibility of fine and imprisonment for knowing violations. I further certify that I am authorized under 3o Texas Administrative Code 305.44 to sign and submit this document,and can provide documentation in proof of such authorization upon, request. Signature: Date: (Use blue ink) 6 - " TCEQ 20022(03/05/2013) Page 6 483. NOTICE OF INTENT CHECKLIST (TXR15oo0o) • Did you complete everything? Use this checklist to be sure! • Are you ready to mail your form to TCEQ? Go to the General Information Section of the Instructions for mailing addresses. This checklist is for use by the operator to ensure a complete application. Missing information may result in denial of coverage under the general permit. (See NOI process description in the Instructions) Application If paying by Check: M Check was mailed separately to the TCEQs Cashier's Office.(See Instructions for Cashier's address and Application address.) M Check number and name on check is provided in this application. If using ePay: . 0 The voucher number is provided in this application or a copy of the voucher is attached. PERMIT-NUMBER. r , n Permit number provided—if this application is for renewal of an existing authorization. OPERATOR INFORMATION Confirm each item is complete: y: . 0✓ Customer Number(CN)issued by TCEQ Central Registry 0✓ Legal name as filed to do business in Texas (Call TX SOS 512/463-5555) ✓0 Name and title of responsible authority signing the application M Mailing address is complete&verifiable with USPS. www.usps.com M Phone numbers/e-mail address [ Type of operator(entity type) E✓ Independent operator M Number of employees I 0% For corporations or limited partnerships—Tax ID and SOS filing numbers 0 Application contact and address is complete&verifiable with USPS. http://www.usps.com REGULATED ENTITY(RE)INFORMATION ON PROJECT OR SITE Confirm each item is complete . ,k 0 Regulated Entity Reference Number(RN) (if site is already regulated by TCEQ) El Site/project name/regulated entity M Latitude and longitude http://www.tceq.texas.gov/gis/sqmaview.html 0 County 0✓ Site/project physical address. Do not use a rural route or post office box. 0✓ Business description GENERAL.CHARACTERISTICS 'Confirm each.item is complete: M Indian Country Lands—the facility is not on Indian Country Lands ✓� Construction activity related to facility associated to oil,gas,or geothermal resources ED Standard Industrial Classification(SIC)Codewww.osha.gov/oshstats/sicser.html ✓0 Acres disturbed is provided and qualifies for coverage through a NOI 0✓ Common plan of development or sale i 0 Receiving water body(s) Segment number(s) IC Impaired water body(s) 0✓ MS4 operator n.Edwards Aquifer rule CERTIFICATION Ej Certification statements have been checked indicating"Yes" 0✓ Signature meets 3o Texas Administrative Code(TAC)305.44 and is original. TCEQ-2oo22 Checklist(03/05/2013) Page 1 484 Notice of Intent (NOI) for Stormwater Discharges Associated with Construction Activity under TPDES General Permit (TXRi50000) General Information and Instructions GENERAL INFORMATION Whereto,:Send the Notice of Intentw(NOI)F BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL Texas.Commission on Texas Commission on Environmental Quality Environmental Quality Stormwater Processing Center Stormwater Processing Center (MC228) (1VIC228) P.O.Box i3o87 12100 Park 35 Circle Austin,Texas 78711-3087 Austin,TX 78753 Q Contact List• Application—status and form questions: 512/239-3700,swpermit@tceq.texas.gov Technical questions: 512/239-4671,swgp@tceq.texas.gov Environmental Law Division: 512/239-0600 Records Management-obtain copies of forms: 512/239-090o Reports from databases(as available): 512/239-DATA(3282) Cashier's office: 512/239-0357 or 512/2S9-0187 once of Intent Process:y "n s .t,l.u✓�.....—.:l�mJ.+....._n.�—az°'>�. `:� � � ✓2.3..Z....S..`...:..:,::+...,.'!,..A When your NOI is received by the program,the form will be processed as follows: 1) Administrative Review: Each item on the form will be reviewed for a complete response. In addition,the operator's legal name must be verified with Texas Secretary of State as valid. and active(if applicable). The address(s)on the form must be verified with the US Postal service as receiving regular mail delivery. Never give an overnight/express mailing address. 2) Notice of Deficiency:. If an item is incomplete or not verifiable as indicated above,a notice of deficiency(NOD)will be mailed to the operator. The operator will have 3o days to respond to the NOD. The response will be reviewed for completeness. 3). Acknowledgment of Coverage: An Acknowledgment Certificate will be mailed to the operator. This certificate acknowledges coverage under the general permit. -or- Denial of Coverage: If the operator fails to respond to the NOD or.the response is inadequate,coverage under the general permit may be denied. If coverage is denied,the operator will be notified. [General Permit(I'ourwPermit): ° _ 5 For NOIs submitted electronically through ePermits,provisional coverage under the general permit begins immediately following confirmation of receipt of the NOI form by the TCEQ. For paper NOIs,provisional coverage under the general permit begins 7 days aflter a completed NOI is postmarked for delivery to the TCEQ. TCEQ-2oo22 Instructions(03/o5/24;n3) Page 1 485 You should have a copy of your general permit when submitting your application. You may view and print your permit for which you are seeking coverage,on the TCEQ web site http://www.tceq.texas.gov. Search using key word TXR150000. General.Permit Forms _ r} The Notice of Intent(NOI),Notice of Termination(NOT),anddNotice of Change(NOC) (including instructions)are available in Adobe Acrobat PDF format on the TCEQ web site http://www.tceq.texas.gov. An authorization under the general permit is not transferable. If the operator',of th P a regulated entity changes,the present permittee must submit a Notice of Termination and the new operator must submit a Notice of Intent. The NOT and NOT must be submitted no later than 10 days prior to the change in Operator status. }TCEQ,Central Agg stry Core DataForm-k `_. __ w4�� _ _s. The Core Data Form has been incorporated into this form. Do not send a Core Data Form to TCEQ. After final acknowledgment of coverage under the general permit,theiprogram will assign a Customer Number and Regulated Entity Number. You can find the information on the Central Registry web site at http://www12.tceq.texas.gov/crpub/index.cfm. You can search by the Regulated Entity(RN), Customer Number(.CN)or Name(Permittee),or by your permit number under the search field labeled"Additional ID". Capitalize all letters in the permit number. The Customer(Permittee)is responsible for providing consistent information to the TCEQ,and for updating all CN and RN data for all authorizations as changes occur. For General Permits,a Notice of Change form must be submitted to the program area. Fs . Fees associated wifh a General Permit ; • Payment of the fee may be made by check or money order,payable to TCEQ,or through EPAY (electronic payment through the web). Application Fee: This fee is required to be paid at the time the NOI is submitted. Failure to submit payment at the time the application is filed will cause delays in acknowledgment or denial of coverage under the general permit. Mailed Payments:, • Payment must be mailed under separate cover at one of the addresses below using the attached Application Fee submittal form.(DO NOT SEND A COPY OF THE NOI WITH THE APPLICATION FEE SUBMITTAL FORM) BY REGULAR U.S.MAIL BY OVERNIGHT%EXPRESS MAIL Texas Commission on Environmental Quality ,Texas Commission on Environmental Quality Financial Administration Division Financial Administration Division Cashier's Office,MC-214 ' Cashier's Office,MC-214I P.O.Box 13088 12100 Park 35 Circle Austin,TX 78711-3088 ' Austin,TX 78753 TCEQ-2oo22 Instructions(03/05/2013) Page 2 • 486 ePAY Electronic Payment:http://www.tceq.texas.gov/epay When making the payment you must select Water Quality,and then select the fee category "General.Permit Construction Storm Water Discharge NOI Application". You must include a copy of the payment voucher with your NOI. Your NOI will not be considered complete without the payment voucher. INSTRUCTIONS FOR FILLING OUT THE NOI FORM Renewal of General.Permit.Dischargers holding active authorizations under the expired General Permit are required to submit a NOI to continue coverage. The existing permit number is required. If the permit number is not provided or has been terminated,expired,or denied a new permit number will be issued. 1` Operator(Applicant)t °' r L a)Enter assigned Customer Number(CN) TCEQ's Central Registry will assign each customer a number that begins with CN,followed by nine digits.This is not a permit number,registration number,or license number. If this customer has not been assigned a CN,leave the space for the CN blank. If this customer has already been assigned this number,enter the permittee's CN. b)Legal Name Provide the current legal name of the permittee,as authorized to do business in Texas.The name must be provided exactly as filed with the Texas Secretary of State(SOS),or on other legal documents forming the entity,that is filed in the county where doing business.You may contact the SOS at 512/463-5555,for more information related to filing in Texas. If filed in the county where doing business,provide a copy of the legal documents showing the legal name. c) Person Signing Application Provide information about person signing section 5)Certification. d) Operator Contact's(Responsible Authority)Contact Information and Mailing Address Provide a complete mailing address for receiving mail from the TCEQ.The address must be verifiable with the US Postal Service at http://www.usps.com for regular mail delivery(not overnight express mail).If you find that the address is not verifiable using the USPS web search, please indicate the address is used by the USPS for regular mail delivery. The area code and phone number should provide contact to the operator.Leave Extension blank if not applicable. The fax number and e-mail address are optional and should correspond to the operator. e)Type of Customer(Entity Type) Check only one box that identifies the type of entity. Use the descriptions below.to identify the appropriate entity type. Note that the selected entity type also indicates the name that must be provided as an applicant for a permit,registration or authorization. TCE -2oo22Instructions o 0 201 Q � 3/ 5/ 3) Page 3 487 Sole Proprietorship—DBA A sole proprietorship is a customer that is owned only one person and has not been by P P P incorporated. This business may: • be under the person's name • have its own name(doing business as or d.b.a.) • have any number of employees If the customer is a Sole Proprietorship or DBA,the`legal name'of the individual business`owner'must be provided. The DBA name is not recognized as the`legal name' of the entity.The DBA name may be used for the site name(regulated entity). Individual An individual is a customer who has not established a business,but conducts an activity that needs to be regulated by the TCEQ. Partnership • • A customer that is established as a partnership as defined by the Texas Secretary of State Office(TX SOS).A Limited Partnership or Limited Liability Partnership (Partnership)is required to file with the Texas Secretary of State.A General Partnership or Joint Venture is not required to register with the state. • Partnership (Limited Partnership or Limited Liability Partnership):A limited partnership is defined in the Act as a partnership formed by two or more persons under the provisions of Section 3 of the Uniform Limited Partnership Act (Art.6132a,Revised Civil Statutes of Texas)and having as members one or more general partners and one or more limited partners.The limited partners as such are not bound by the obligations of the partnership.Limited partners may not take part in the day-to-day operations of the business.A Limited Partnership must file with the Texas Secretary of State.A registered limited liability partnership is a general or limited partnership that is registered with the Texas Secretary of State.The partnership's name must contain the words "Registered Limited Liability Partnership"or the abbreviation"L.L.P."as the last words or letters of its name. • General Partnership:A general partner may or may not invest,participates in running the partnership and is liable for all acts and debts of the partnership and any member of it.A General Partnership does not have limited partners.For a General Partnership,there is no registration with the state or even written agreement necessary for a general partnership to be formed.The legal definition of a partnership is generally stated as"an association of two or more persons to carry on as co-owners a business for profit" (Revised Uniform Partnership Act§ ioi [19941)• • Joint Venture:A joint venture is but another name for a special partnership.It might be distinguished from a general partnership in that the latter is formed for the transaction of a general business,while a joint venture is usually limited to a single transaction.That is,a joint venture is a special combination of persons in the nature of a partnership engaged in the joint prosecution ofia particular transaction for mutual benefit or profit. Corporation A customer meets all of these conditions: • is a legally incorporated entity under the laws of any state or country • is recognized as a corporation by the Texas Secretary of State TCEQ-2oo22 Instructions(03/o5/2o13) Page 4 488 • has proper operating authority to operate in Texas. • The corporation's`legal name'as filed with the Texas Secretary of State must be provided as applicant. An`assumed'name of a corporation is not recognized as the`legal name'of the entity. Government Federal,state,county,or city government(as appropriate) The customer is either an agency of one of these levels of government or the governmental body itself. The government agency's`legal name'must be provided as the applicant. A department name or other description of the organization should not be included as a part of the`legal name'as applicant. Trust or Estate A trust and an estate are fiduciary relationships governing the trustee/executor with respect to the trust/estate property. Other Government A utility district,water district,tribal government,college district,council of governments,or river authority.Write in the specific type of government. f)Independent Entity. Check No if this customer is a subsidiary,part of a larger company,or is a governmental entity. Otherwise,check Yes. g)Number of Employees Check one box to show the number of employees for this customer's entire company,at all locations.This is not necessarily the number of employees at the site named in the application. h)Customer Business Tax and Filing Numbers These are required for Corporations and Limited Partnerships. These are not required for Individuals,Government,and.Sole Proprietors. State Franchise Tax ID Number Corporations and limited liability companies that operate in Texas are issued a franchise tax identification number.If this customer is a corporation or limited liability company, enter this number here. Federal Tax ID All businesses,except for some small sole proprietors,individuals,or general partnerships should have a federal taxpayer identification number(TIN).Enter this number here.Use no prefixes,dashes,or hyphens.Sole proprietors,individuals,or general partnerships do not need to provide a federal tax ID. TX SOS Charter(filing)Number Corporations and Limited Partnerships required to register with the Texas Secretary of State are issued a charter or filing number. You may obtain further information by calling SOS at 512/463-5555. DUNS Number Most businesses have a DUNS(Data Universal Numbering System)number issued by Dun and Bradstreet Corp.If this customer has one,enter it here. TCEQ-2oo22 Instructions(03/o5/2013) Page 5 489 I ' 2'>APPLICATION CONTACTS Provide the name,title and communication information of the person that TCEQ can contact for additional information regarding this application. 3, REGITLATED-ENTITY(RE)INFORMATION ON`PROJECT,OR'SITE;-`„` a) Regulated Entity Reference Number(RN) A number issued by TCEQ's Central Registry to sites(a location where a regulated activity occurs)regulated by TCEQ.This is not a permit number,registration number,or license number. If this regulated entity has not been assigned an RN,leave this space blank. If the site of your business is part of a larger business site,a Regulated Entity Number(RN)may already be assigned for the larger site. Use the RN.assigned for the larger site Search TCEQ's Central Registry to see if the larger site may already be registered as a regulated site at: http://wwwl2.tceq.texas.gov/crpub/index.cfm?fuseaction=regent.RNSearch I If the site is found,provide the assigned Regulated Entity Reference Number'(RN)and provide the information for the site to be authorized through this application. The site information for this authorization may vary from the larger site information. An example is a chemical plant where a unit is owned or operated by a separate corporation that is accessible by the same physical address of your unit or facility. Other examples include industrial parks identified by one common address but different corporations have control of defined areas within the site. In both cases,an RN would be assigned for the physical address location and the permitted sites would be identified separately under the same RN. b) Site/Project Name/Regulated Entity Provide the name of the site as known by the public in the area where the site is located.The name you provide on this application will be used in the TCEQ Central Registry as the Regulated Entity name. c) Description of Activity Regulated In your own words,briefly describe the primary business that you are doing that requires this authorization. Do not repeat the SIC Code description. d) County Identify the county or counties in which the regulated entity is located. e) Latitude and Longitude Enter the latitude and longitude of the site in degrees,minutes,and seconds or decimal form. For help obtaining the latitude and longitude,go to: http://www.tceq.texas.gov/gis/sqmaview.html or http://nationalmap.gov/ustopo f) Site/Project(RE)Physical Address/Location Information Enter the complete address for the site in Section A if the address can be validated through the US Postal Service. If the physical address is not recognized as a USPS delivery address,you may need to validate the address with your local police(91i service)or through anli online map site used to locate a site.Please confirm this to be a complete and valid address. Do not use a rural route or post office box for a site location. - I TCEQ-2oo22 Instructions(03/05/2013) Page 6 490 If a site does not have an address that includes a street(or house)number and street name, enter NO ADDRESS for the street name in Section A. In Section B provide a complete written location description.For example:"The site is located 2 miles west from intersection of Hwy 290&IH35,located on the southwest corner of the Hwy 290 South bound lane." Provide the city(or nearest city)and zip code of the facility location. 4 ,GENERAL CHARACTERISTICS a) Indian Country Lands If your site is located on Indian Country Lands,the TCEQ does not have authority to process your application. You must obtain authorization through EPA,Region 6,Dallas. Do not submit this form to TCEQ. b) Construction activity associated with facility associated with exploration, development, or production of oil,gas, or geothermal resources If your activity is associated with oil and gas exploration,development,or production,you may be under jurisdiction of the Railroad Commission of Texas and may need to obtain authorization from EPA Region 6. For more information,see: http://info.sos.state.tx.us/pls/pub/readtac$ext.TacPage?s1=R&app=g8rp dir=&p rloc=&p tlo. c=8rp ploc=&pg=i&p tac=8rti=16&pt=i&ch=381r1=so Construction activities associated with a facility related to oil,gas or geothermal resources may include the construction of a well site;treatment or storage facility;underground hydrocarbon or natural gas storage facility;reclamation plant;gas processing facility;compressor station; terminal facility where crude oil is stored prior to refining and at which refined products are stored solely for use at the facility;a carbon dioxide geologic storage facility;and a gathering, transmission, or distribution pipeline that will transport,crude oil or natural gas,including natural gas liquids,prior to refining of such oil or the use of the natural gas in any manufacturing process or as a residential or industrial fuel. Where required by federal law,discharges of stormwater associated with construction activities under the.Railroad Commission's jurisdiction must be authorized by the EPA and the Railroad Commission of Texas,as applicable.Activities under Railroad Commission of Texas jurisdiction include construction of a facility that,when completed,would be associated with the exploration,development,or production of oil or gas or geothermal resources,such as a well site;treatment or storage facility;underground hydrocarbon or natural gas storage facility; reclamation plant; gas processing facility;.compressor station;terminal facility where crude oil is stored prior to refining and at which refined products are stored solely for use at the facility; a carbon dioxide geologic storage facility under the jurisdiction of the Railroad Commission of Texas; and a gathering,transmission,or distribution pipeline that will transport crude oil or natural gas,including natural gas liquids,prior to refining of such oil or the use of the natural gas in any manufacturing process or as a residential or industrial fuel.The Railroad Commission of Texas also has jurisdiction over stormwater from land disturbance associated with a site survey that is conducted prior to construction of a facility that would be regulated by the Railroad Commission of Texas.Under 33 U.S.C..§1342(1)(2)and§1362(24),EPA cannot require a permit for discharges of stormwater from"field activities or operations associated with{oil and gas}exploration,production,processing,or treatment operations,or transmission facilities, including activities necessary to prepare a site for drilling and for the movement and placement of drilling equipment,whether or not such field activities or operations may be considered to be construction activities"unless the discharge is contaminated by contact with any overburden, raw material,intermediate product,finished product,byproduct,or waste product located on the site of the facility.Under§3.8 of this title(relating to Water Protection),the Railroad TCEQ-2oo22 Instructions(03/05/2013) Page 7 491 Commission of Texas prohibits operators from causing or allowing pollution of surface or subsurface water.Operators are encouraged to implement and maintain best management practices(BMPs)to minimize discharges of pollutants,including sediment,in stormwater during construction activities to help ensure protection of surface water quality during storm events. c) Primary Standard Industrial Classification(SIC) Code Provide the SIC Code that best describes the construction activity being cond i cted at this'site. Common SIC Codes related to construction activities include: • 1521-Construction of Single Family Homes • . 1522-Construction of Residential Bldgs.Other than Single Family Homes • 1541-Construction of Industrial Bldgs.and Warehouses • 1542-Construction of Non-residential Bldgs,other than Industrial Bldgs.and Warehouses • 1611-Highway and Street Construction,except Highway Construction • 1622-Bridge,Tunnel,and Elevated Highway Construction • 1623-Water,Sewer,Pipeline and Communications,and Power Line Construction For help with SIC Codes,go to: hap://www.osha.gov/p1s/imis/sicsearch.html d). Secondary SIC Code Secondary SIC Code(s)may be provided.Leave blank if not applicable. For help with SIC Codes, go to: http://www.osha.gov/p1s/imis/sicsearch.html e) Total Number of Acres Disturbed Provide the approximate number of acres that the construction site will disturb. Construction activities that disturb less than one acre,unless they are part of a larger common plan that disturbs more than one acre,do not require permit coverage. Construction activities that disturb between one and five acres,unless they are part of a common plan that disturbs more than five acres,do not require submission of an NOI. Therefore,the estimated area of land disturbed should not be less than five,unless the project is part of a larger common plan that disturbs five or more acres. Disturbed means any clearing,grading,excavating,or other similar activities. If you have any questions about this item,please contact the stormwater technical staff by phone at(512)239-4671 or by email at swgp@tceq.texas.gov. f) Common Plan of Development .. Construction activities that disturb less than five acres do not require submis ion of an NOI unless they are part of a common plan of development or for sale where the area disturbed is five or more acres.Therefore,the estimated area of land disturbed should not be less than five, unless the project is part of a larger common plan that disturbs five or more acres.Disturbed means any clearing,grading,excavating,or other similar activities. For more information on"What is a common plan of development?"go to: www.tceq.texas.gov/permitting/stormwater/common plan of development steps.html For further information,go to the TCEQ stormwater construction webpage at: www.tceq.texas.gov/goto/construction and search for"Additional Guidance and Quick Links".If TCEQ-2oo22 Instructions(03/o5/2o3.3) Page 8 492 you have any further questions about this item,please call the stormwater technical staff at (512)239-4671. g) Identify the water body(s)receiving stormwater runoff The stormwater may be discharged directly to a receiving stream or through a MS4 from your site. It eventually reaches a receiving water body such as a local stream or lake,possibly via a drainage ditch.You must provide the name of the water body that receives the discharge from the site(a local stream or lake). If your site has more than one outfall you need to include the name of the first water body for each outfall,if they are different. h) Identify the segment number(s)of the classified water body(s) Identify the classified segment number(s)receiving a discharge directly or indirectly.Go to the following link to find the segment number of the classified water body where stormwater will flow from the site:www.tceq.texas.gov/waterquality/monitoring/viewer.html You may also find the segment number in TCEQ publication GI-316: www.tceq.texas.gov/publications/gi/gi-ui6 If the discharge is into an unclassified receiving water and then crosses state lines prior to entering a classified segment,select the appropriate watershed: • moo(Canadian River Basin) • 0200 (Red River Basin) • 0300 (Sulfur River Basin) • 0400 (Cypress Creek Basin) • 0500(Sabine River Basin) Call the Water Quality Assessments section at(512)239-4671 for further assistance. i) Discharge into MS4—Identify the MS4 Operator The discharge may initially be into a municipal separate storm sewer system(MS4). If the stormwater discharge is into an MS4,provide the name of the entity that operates the MS4 where the stormwater discharges. An MS4 operator is often a city,town,county,or utility district,but possibly can be another form of government.Please note that the Construction General Permit requires the Operator to supply the MS4 with a copy of the NOI submitted to TCEQ. For assistance,you may call the technical staff at(512)239-4671. j) Surface Water bodies on list of impaired waters—Identify the impaired water body(s) Indicate Yes or No if any surface water bodies receiving discharges from the construction site are on the latest EPA-approved CWA 3o3(d)List of impaired waters. Provide the name(s)of surface water bodies receiving discharges or potential discharges from the construction site that are on the latest EPA-approved CWA 3o3(d) List of impaired waters.The EPA-approved CWA 3o3(d)List of impaired waters in Texas can be found at: www.tceq.texas.gov/waterquality/assessment/5o Ro3.html NOTE: Do not use any"draft"documents. TCEQ-2oo22 Instructions(03/o5/2o13) Page 9 493 k) Discharges to the Edwards Aquifer Recharge Zone and Certification See maps on the TCEQ website to determine if the site is located within the Recharge Zone, Contributing Zone,or Contributing Zone within the Transition Zone of the Edwards Aquifer at: www.tceq.texas.gov/field/eapp/viewer.html If the discharge or potential discharge is within the Recharge Zone,Contributing Zone,or Contributing Zone within the Transition Zone of the Edwards Aquifer,a site specific authorization approved by the Executive Director under the Edwards Aquifer!Protection Program(3o TAC Chapter 213)is required before construction can begin. Th'e certification must be answered"Yes"for coverage under the Construction General Permit.] The TCEQ approved plan must be readily available for TCEQ staff to review at the time that the NOI is submitted. The general permit requires the approved Contributing Zone Plan or Water Pollution Abatement Plan to be included or referenced as a part of the Stormwater Pollution.Prevention Plan. For questions regarding the Edwards Aquifer Protection Program,contact the appropriate TCEQ Regional Office.For projects in Hays,Travis.and Williamson Counties:;Austin Regional Office, 12100 Park 35 Circle,Austin,TX 78753,512-339-292g. For Projects in Bexar,Comal, Kinney,Medina and Uvalde Counties:TCEQ San Antonio Regional Office,1425o Judson Rd., San Antonio,TX 78233-4480,210-490-3096. 5,`"CERTIFICATIONS.. , Failure to indicate Yes to ALL of the certification items may result in denial of coverage under the general permit. a) Certification of Understanding the Terms and Conditions of Construction General Permit(TXRi5000o) Provisional coverage under the Construction General Permit(TXR150000)begins 7 days after the completed paper NOI is postmarked for delivery to the TCEQ. (Electronic applications submitted through ePermits have immediate provisional coverage). You must obtain a copy and read the Construction General Permit before submitting your application;.You may view and print the Construction General Permit for which you are seeking coverage at the TCEQ web site: www.tceq.texas.gov/goto/construction b) Certification of Legal Name The full legal name of the applicant as authorized to do business in Texas is required.The name must be provided exactly as filed with the Texas.Secretary of State(SOS),or on other legal documents forming the entity,that is filed in the county where doing business.You may contact the SOS.at(512)463 5555,for more information related to filing in Texas. c) :Understanding of Notice of Termination A permittee shall terminate coverage under this Construction General Permit through the submittal of a NOT when the operator of the facility changes,final stabilization has been reached,the discharge becomes authorized under an individual permit,or the construction activity never began at this site. d) Certification of Stormwater Pollution Prevention Plan The SWP3 identifies the areas and activities that could produce contaminated runoff at your site and then tells how you will ensure that this contamination is mitigated.For example,in describing your mitigation measures,your site's plan might identify the devices that collect and TCEQ-20022 Instructions(03/05/2013) Page 10 494 filter stormwater,tell how those devices are to be maintained,and tell how frequently that maintenance is to be carried out.You must develop this plan in accordance with the TCEQ general permit requirements.This plan must be developed and implemented before you complete this NOI.The SWP3 must be available for a TCEQ investigator to review on request. �Operafor Certification ? , „ The certification must bear an original signature of a person meeting the signatory requirements specified under 3o Texas Administrative Code(TAC) §305.44• IF YOU ARE A CORPORATION: The regulation that controls who may sign an NOI or similar form is 3o Texas Administrative Code§305.44(a)(1)(see below). According to this code provision,any corporate representative may sign an NOI or similar form so long as the authority to sign such a document has been delegated to that person in accordance with corporate procedures. By signing the NOI or similar form,you are certifying that such authority has been delegated to you. The TCEQ may request, documentation evidencing such authority. IF YOU ARE A MUNICIPALITY OR OTHER GOVERNMENT ENTITY: The regulation that controls who may sign an NOI or similar form is 3o Texas Administrative Code§305.44(a)(3) (see below). According to this code provision,only a ranking elected official or principal executive officer may sign an NOI or similar form. Persons such as the City Mayor or County Commissioner will be considered ranking elected officials. In order to identify the principal executive officer of your government entity,it may be beneficial to consult your city charter,county or city ordinances,or the Texas statute(s)under which your government entity was formed.An NOI or similar document that is signed by a government official who is not a ranking elected official or principal executive officer does not conform to§305.44(a)(3).The signatory requirement may not be delegated to a government representative other than those identified in the regulation.By signing the NOI or similar form,you are certifying that you are either a ranking elected official or principal executive officer as required by the administrative code. Documentation demonstrating your position as a ranking elected official or principal executive officer may be requested by the TCEQ. If you have any questions or need additional information concerning the signatory requirements discussed above,please contact the Texas Commission on Environmental Quality's Environmental.Law Division at(512)239-060o. 39 Texas Administrative Code §305.44• Signatories to Applications (a) All applications shall be signed as follows. (1) For a corporation,the application shall be signed by a responsible corporate officer. For purposes of this paragraph,a responsible corporate officer means a president, secretary,treasurer,or vice-president of the corporation in charge of a principal business function,or any other person who performs similar policy or decision-making functions for the corporation;or the manager of one or more manufacturing,production,or operating facilities employing more than 25o persons.or having gross annual sales or expenditures exceeding$25 million(in second-quarter 198o dollars),if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Corporate procedures governing authority to sign permit or post-closure order applications may provide for assignment or delegation to applicable corporate positions rather than to specific individuals. TCEQ-2oo22 Instructions(03/05/2013) Page 11 495 (2) For a partnership or sole proprietorship,the application shall be signed by a general partner or the proprietor,respectively. (3) For a municipality,state,federal,or other public agency,the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this paragraph,a principal executive officer of a federal agency includes the chief executive officer of the agency,or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency(e.g.,regional administrator of the EPA). TCEQ-20022 instructions(03/05/2013) Page 12 496 Texas Commission on Environmental Quality General Permit Payment Submittal Form Use this form to submit your Application Fee only if you are mailing your payment. • Complete items i through 5 below: • Staple your check in the space provided at the bottom of this document. • Do not mail this form with your NOI form. • Do not mail this form to the same address as your NOI. Mail this form and your check to: BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Texas Commission on Environmental Quality Quality Financial Administration Division Financial Administration Division Cashier's Office,MC-214 Cashier's Office,MC-214 P.O.Box 13088 12100 Park 35 Circle Austin,TX 78711-3088 Austin,TX 78753 Fee Code: GPA General Permit: TXR150000 1. Check/Money Order No: 2. Amount of Check/Money Order: 3. Date of Check or Money Order: 4. Name on Check or Money Order: - 5. NOI INFORMATION If the check is for more than one NOI,list each Project/Site(RE)Name and Physical Address exactly as provided on the NOI. DO NOT SUBMIT A COPY OF THE NOI WITH THIS FORM AS IT COULD CAUSE DUPLICATE PERMIT ENTRIES. See Attached List of Sites(If more space is needed,you may attach a list.) Project/Site(RE)Name:_ Project/Site(RE)Physical Address: TCEQ-20134(04/13/2006) Page 497 Notice of Change (NOC) to an Authorization TCEQ Office Use Only 11111 for Stormwater Discharges Associated with Permit N itNo.: Construction Activity under TPDES General CN: TCEQ Permit (TXR150000) - RESET FORM. ' *****IMP ..PLEASE.READ THE FOLLOWING INFORMATION AND.INSTRUCTIONS BEFORE FILLING OUT THIS FORM The form will be returned for one of the following Treasons 1)the permit number is•not provided;invalid;or no,longer active, 2) a wet mk signature of person meeting signatory requirements for peimittee is not provided ,:3)the current peen ittee is not the applicant;'and, „:4)a requested change m operator name is not a legal name change THIS�FORM CANNOTBE USED FORA-CHANGE INOPERATOR. REFERaT,O YOUR GENERAL PERMIT. `.; What is the Permit Number of the authorization to be changed? TXR15 APPLICANT INFORMATION , : .,Search.Cent al:Registry at wwwl2.tceq.texas gov/crpuh/ ' 1.'O.pera'tor'(Pernittee):.: .t . a. What is the full Legal Name of the current Operator as on the authorization? b. What is the TCEQ Central Registry Customer Number assigned to this Operator? CN 2 Permitted.Site(required) , •. a.... What is the TCEQ Central Registry Regulated Entity Number assigned for this permitted site? RN .B REQ:UESTED:,CHANGE TO=PERMITTEDFINFORMATION ._ What information has changed or needs corrected? (Check one or more of the sections being updated and enter the new information in the corresponding section of this form.) Operator Legal Name Change with Texas Secretary of State(TX SOS). Go to Section 1 &/or 2 as applicable. (Note: Permits are not transferable. If a change in entity has occurred,this NOC is not attainable.) 0 Address and contact information for Operator,Billing for Annual Fee,or Discharge Monitoring Report forms. 1.71 Site Information(Regulated Entity) (Note: Permits under a general permit are site specific. If a change in site location has occurred,this NOC is not attainable.) General Characteristics relating to the regulated activity. 1:`;OPERATORLEGALNAIVIE'CHANGE . a. What is the NEW active Legal Name with TX SOS or on other legal document? New Legal Name: b. What is the TX SOS Filing Number for us to confirm this official name change? (This is only applicable to Limited Partnership or Corporations.) 2:;ADDRESS&`CONTACT'INFORMATION.CHANGE a. What mailing address and/or contact information has changed? (check one or more as applicable) Operator for permit correspondence l Site(RE)Mailing Address and contact information Billing address/contact for Receiving Annual Fee ElReporting address/contact for Receiving Discharge Monitoring Statement Reports(DMRs) b. If you selected more than one,is the information to be updated the same for each selection? CI Yes—Provide the updated information in the fields below. ❑No— Attachment 1 of the NOC is attached to this form,to provide the different addresses. ATTN or C/O: Address: Suite No./Bldg.No./Mail Code: City: I State: ZIP Code: Country Mailing Information(if outside USA). Country Code: Postal Code: Phone No.: ( ) Ext: Fax No.: ( ) E-Mail: TCEQ-20391 (07/13/2007) Page 1 498 • 3. AgGULATOENTITY(R ) INFORMATION CORRECTIOINV,- . , a. Is this a change to the location of the permitted activity? BYes- this requested change will not be processed since the authorizations are site specific. DNo—go to next question. • b. New or Corrected Name of Project or Site: ' c. Updated Physical Address(new 911 address): Street Number: Street Name: Bldg/Ste No. City: ZIP Code: County(Counties if>1): d. Update or Corrected location access description,if no physical address(Street Number&Street Name): e. Corrected Latitude: N Corrected Longitude: cptptGEIN cilA4A. -cTERwric,SygoyipEp 013Ripi[N4-1Foxvi: Identify the specific change and provide the updated information. If an attachment is need,please reference it below. 214, J1: If TCEQ needs additional information regarding this application,who should be contacted? 1. Name: Title: Company: 2.Phone No.: ( ) Ext: Fax No.: ( ) E-Mail: 9peiator Certification Typed or printed name(REQUIRED) Title(REQUIRED) certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true,accurate,and complete. I am aware there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations. I further certify that I am authorized under 30 Texas Administrative Code§305.44 to sign and submit this document,and can provide documentation in proof of such authorization upon request. Signature: Date: (Use blue ink) (REQUIRED) (REQUIRED) TCEQ-20391 (07/13/2007) Page 2 499 Attachment 1 to a NOC Form for Providing.Different Address & Contact Information Related to a Specific Permit under General Permit TXR150000 What is the Permit No.? TXR15 (REQUIRED) ADDITIONAL ADDRESS&CONTACT INFORMATION W:- Fill in the changes as applicable. Incomplete and invalid addresses will not be used. Verify mailing addresses at USPS.com. ATTN or C/O: Address: Suite No./Bldg.No./Mail Code: City: State: ZIP Code: Country Mailing Information(if outside USA). Country Code: Postal Code: Phone No.: ( ) Ext: Fax No.: ( ) E-Mail: Billing.Address for.Receiving.Annual Fee'Statement., "_ ATTN or C/O: Address: Suite No./Bldg.No./Mail Code: City: State: ZIP Code: Country Mailing Information(if outside USA). Country Code: Postal Code: Phone No.: ( ) Ext: Fax No.: ( ) E-Mail: Siteo.(RE),Mailing':Address ATTN or C/O: Address: Suite No./Bldg.NoJMaiI Code: City: State: ZIP Code: Country Mailing Information(if outside USA). Country Code:. Postal Code: Phone No.: ( ) Ext: Fax No.: ( ) E-Mail: TCEQ-20391 NOC Attachment 1(07/13/2007) Page 1 500 Notice of Change (NOC) to an Authorization for Stormwater Discharges Associated with Construction Activity under TPDES General Permit (TXR150000) General Information and Instructions GENERAL INFORMATION Where to Send the Notice of Change(NOC): BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL ' Texas Commission on Environmental Quality Texas Commission on Environmental Quality Stormwater Processing Center (MC228) Stormwater Processing Center (MC228) P.O.Box 13087 12100 Park 35 Circle Austin,TX 78711-3087 Austin,TX 78753 TCEQ Contact list: Application Processing Questions relating to the status and form requirements: 512/239-3700 or email swpermit@tceq.texas.gov Technical Questions relating to the general permit: 512/239-4671 Environmental'Law Division: 512/239-0600 Records Management for obtaining copies of forms submitted to TCEQ: 512/239-0900 Information Services for obtaining reports from program data bases(as available):512/239-DATA (3282) Financial Administration's Cashier's office: 512/239-0357 or.512/239-0187 Notice of Change Process: When your NOC is received by the program,the form will be processed as follows: 1. Administrative Review: The form will be reviewed to ensure the request is from the permittee(operator)on the authorization,the permit is active and initial coverage was acknowledged. Each item on the form will be reviewed for a complete response that qualifies for a NOC.In addition,the operator's legal name change must be verified with Texas Secretary of State(if applicable). The address(s)on the form must be verified with the US Postal service as an address receiving regular mail delivery.Never give an overnight/express mailing address. If an item is incomplete or not verifiable as indicated above,the operator may be notified by letter,phone call or email. In some instances as noted at the beginning of the form,the request may simply be returned. 2. NOC Confirmation: An updated Acknowledgment Certificate will be mailed to the operator only if the NOC is to change information provided on the acknowledgment certificate. The original coverage effective date will not change. General Permit(Your Permit) You may view and:print your general permit on the TCEQ web site www.tceq.texas.gov. Enter the general permit number as the key word in the search box to locate the specific web page. General Permit Forms . The Notice of Intent(NOI),Notice of Termination(NOT),and Notice of Change(NOC)with instructions are available in Adobe Acrobat PDF format on the TCEQ web site www.tceq.texas.gov. . Change in Operator An authorization under the general permit is not transferable. If the operator of the regulated entity changes,the present permittee must submit a Notice of Termination and the new operator must submit a Notice of Intent. The NOI must be submitted not Iater than 10 days prior to the change in Operator status. Note that the NOT is effective on the postmarked date.It may be necessary to not terminate the existing permit until coverage by the new entity is confirmed. TCEQ Central Registry Core Data Form . The Core Data Form has been incorporated into this form. Do not send a core data form to TCEQ. You can find the information on the Central Registry web site at www12.tcea.texas.gov/crpub/. You can search by the Regulated Entity(RN),Customer Number(CN),or Name(Permittee),or by your pertiit number under the search field labeled "Additional ID". The Customer(Permittee)is responsible for providing consistent information to the TCEQ,and for updating all CN and.RN data for all associated authorizations as changes occur. For General Permits,a Notice of Change form must be submitted to the program area for approval to update the CN and RN data in central'registry. TCEQ-20391 NOC Instructions (07/13/2007) Page 1 501 INSTRUCTIONS FOR FILLING OUT THE NOC FORM A.°Applicant Infirmation(Operator). .' .. '. . , . . 1. Provide the current permittee(s)full legal name as on the permit. b. Provide the TCEQ Issued Customer Number(CN)for the entity. Go to http://www12.tceq.texas.gov/crpub/to locate your CN. If the name(s)provided do not match the current permittee name(s),this form will be returned.. It is the responsibility of the pennittee(s)to comply with the general permit. Note: If a change is being made to the CN and the CN has other TCEQ authorization types,it is the entity's responsibility to update those authorizations at the same time. If an authorization has been cancelled or terminated,the name cannot be changed on the permit. Because of this,a new CN may be issued for the new name. 2. Provide the TCEQ Issued Regulated Entity number assigned for this permitted activity. Go to http://www12.tceq.texas.gov/crpub/ to locate your CN. If the site has changed or the information provided indicates a new location,this forme will be returned. It is the responsibility of the(permittees)to comply with the general permit. B:. REQUESTED`CHANGE'TO:PERMITTED.INFORMATION ' Check one or more of the available options indicating the information in the form that is to be updated. Provide the updated information in Section 1 for Legal Name Change, Section 2 for Address&Contact Information Change,Section 3-for Regulated Entity Site Information Change,or Section 4 for General Characteristics Change,as applicable. . � 1 f -1:>LEGAL'NAME CHANGE'. ":�, ,<.. L:`, Provide the new legal name. If the entity is a Limited Partnership Or Corporation,the name change must be verifiable with Texas Secretary of State: The TX SOS filing number must be provided to verify only a name change occurred. You may contact the SOS at 512/463-5555,for more information related to filing in Texas. If filed in the county where doing business,provide a copy of the legal documents showing the legal name change. Legal name changes of a Corporation and Limited Partnership will be verified with Texas Secretary of State. If the entity is filed as a new entity with a new filing number,then the change cannot be made through a NOC. The permits are not transferable. If the operator changes,the old entity must terminate their permit and the new entity must submit a form for a new permit. 2.ADDRESS%&.CONTACT:INFORMATION CHANGE,, , Indicate the type of address and contact information that has changed from the original NOI or last NOC submitted to TCEQ. If the address and/or contact information is the same for all types,then check each type and enter the information in the fields on the form. If some types have different information,then use the NOC ATTACHMENT 1. The permit number MUST be written on ATTACHMENT 1 to indicate it is a part of the NOC form for the permit being updated. The updates cannot be made without reference to the submitted NOC form. Mailing Address The address MUST BE verifiable with the US Postal Service at www.usps.com.,for regular mail delivery(not overnight express mail). If you fmd that the address is not verifiable using the USPS web search,please indicate the address is used by the USPS for regular mail delivery. Failure to provide a valid mailing address will delay or prohibit us from updating the permit. Please note that address updates relating to a general permit authorization can ONLY be made through a Notice of Change. Address changes submitted through any other form can not be processed. 3:,REGULATED:ENTITY(RE)SITE INFORMATION:CORRECTIONi!c The NOC form is only for use to update or correct information submitted on the original application or last NOC for the authorization. The authorization under a general permit is site specific. If this change is related to a new location,a Notice of Change is not attainable. Provide the updated site name,updated site addresses,and/or corrected latitude and longitude,as applicable to your NOC request. A new physical address for an existing location is usually the result of a newly assigned'91 address for emergencies. If providing a corrected latitude and longitude,enter the latitude and longitude of the site in either degrees,minutes,and seconds or decimal form.For help obtaining the latitude and longitude,go to: www.tceq.state.tx.us/gis/drgview.html or www.terraserver.microsoft.com/advfind.aspx. 4 t.GENERAL CHARACTERISTIC Indicate the change to information originally supplied. For example if the number of acreas of area disturbed has changed,then state:"The number acres of area disturbed has increase to 40 acres." C:.Application Contact Provide the name,title and communication information of the person that TCEQ can-contact for additional information regarding this application. TCEQ-20391 NOC Instructions (07/13/2007) 502 Page 2 D{-CERTIFICATIONS The certification must bear an original signature of a person meeting the signatory requirements specified under 30 Texas Administrative Code(TAC) §305.44. IF YOU ARE A CORPORATION: The regulation that controls who may sign an N OI or similar form is 30 Texas Administrative Code§305.44(a)(1).(see below). A ccording to this code provision,any corporate representative may sign an NOI or similar form so long as the authority to sign such a document has been delegated to that person in accordance with corporate pro cedures. B y signing the NOI or si milar form,you are certifying that such authority has been deleg ated to you. The TCEQ may request documentation evidencing such authority. IF YOU ARE A MUNICIPALITY OR OTHER GOVERNMENT ENTITY: The regulation that controls who may sign an N OI or similar form is 30 Texas Administrative Code§305.44(a)(3)(see below). According to this code provision,only a ranking elected official or principal executive officer may sign an NOI or similar form. Persons such as the City Mayor or County Commissioner will be considered ranking elected officials. In order to identify the principal executive officer of your government entity,,it may be beneficial to consult your city charter,county or city ordinances,or the Texas statute(s)under which your government entity was formed.An NOI or similar document that is signed b y a governm ent official who is not a rankin g elected official or princip al executive officer does not conform to §305.44(a)(3).The signatory requirement may not be delegated to a government representative other than those identified in the regulation.By signing the NOI or similar form,you are certifying that you are either a ranking elected official or principal executive officer as required by the administrative code. Documentation demonstrating your position as a ranking elected official or principal executive officer may be requested by the TCEQ. If you have any questions or need addition al information concerning the signatory requirements discussed above,please contact the Texas Commission on Environmental Quality's Environmental Law Division at 512/239-0600. 30 Texas Administrative Code §305.44. Signatories to Applications. (a) All applications shall be signed as follows. (1) For a corporation,the application shall be signed by a responsible corporate officer. For purposes of this paragraph,a responsible corporate officer means a pres ident,secretary, treasurer,or v ice-president of the corpor ation in charge of a pr incipal business function,or any other person who performs si milar policy or decisi on-making functions for the corpor ation;or the manager of one or"more manufacturin g,production,or operating facilities employing m ore than 250 persons or having gross annual sales or expend itures exceeding $25 m illion(in sec ond-quarter 1980 dollars),if authority to sign docu ments has been assigned or de legated to the manager in accordance with corporate procedures. Corporate pro cedures governing authority to sign permit or post-closure order applicati ons may provide for assignment or delegation to applicable corporate positions rather than to specific individuals. (2) For a partnership or sole proprietorship,the application shall be signed by a general partner or the proprietor,respectively. (3) For a municipality,state,federal,or other public agency,the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this paragraph,a principal executive officer of a federal agency includes the chief executive officer of the agency,or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency(e.g.,regional administrator of the EPA). TCEQ-20391 NOC Instructions (07/13/2007) Page 3 503 „ Notice of Termination (NOT) TCEQ Office Use Only is ill Permit No.: for Authorizations under RN: TPDES General Permit TXR150000 CN: TCEO Reset Forrrl Sign up now for on line NOT at.https//www6 tceq.texas gov/steers/ ;,Get your, Confirmation letter,unmediately afters,!,, mg'the on hne'NOT form ;- What is the permit number to be terminated? Processing will be delayed without the permit number.. TXR15 A.._OPERATOR(applicant): s.. . 1. What is the Customer Number(CN)issued to this entity? CN 2. What is the full Legal Name of the current permittee? This must be the current permittee of the permit to be terminated. 3. What is the applicant's mailing address as recognized by the US Postal Service? Address: Suite No./Bldg.No./Mail Code: City: State: ZIP Code: Country Mailing Information(if outside USA). Country Code: Postal Code:. 4. Phone No.: ( ) Extension: 5 Fax No.: ( ) E-mail Address: B REGULATED ENTITY(RE)INFORMATION ON PROJECT OR SITE; 1. What is the TCEQ Issued RE E Reference Number(RN)? RN 2. Name of Project or Site as currently permitted): (example:phase and name of subdivision or name of project that's unique to the site) 3. Physical Address of Project or Site as currently permitted: (enter in spaces below). Street Number: Street Name: . City: ZIP Code: County(Counties if>1): 4. If no physical address(Street Number&Street Name),provide the written location access description to the site: Check the reason for termination: Ld Final stabilization has been achieved on all portions of the site that are the responsibility of the Operator and all silt fences and other temporary erosion controls have either been removed,or scheduled for removal as defmed in the SWP3. 0 Another permitted Operator has assumed control over all areas of the site that have not been finally stabilized,and temporary erosion controls that have been defmed in the SWP3 have been transferred to the new Operator. 0' The activity is now authorized under an alternate TPDES permit. O.The activity never began at this site that is regulated under the general permit. D�CERTIFIC:ATION s . ”-- I, Typed or printed name Title certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true, accurate,and complete. I am aware there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations. I further certify that I am authorized under 30 Texas Administrative Code§305.44 to sign and submit this document,and can provide documentation in proof of such authorization upon request. Signature: Date: (Use blue ink) TCEQ-20023(02/06/2007) Page 1 504 Notice of Termination (NOT) for Authorizations under TPDES General Permit TXR150000 General Information and Instructions GENERAL.INFORMATION Where to Send the Notice of Intent(NOI): BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Quality Texas Commission on Environmental Quality Stormwater Processing Center(MC228) Stormwater Processing Center(MC228) P.O.Box 13087 12100 Park 35 Circle Austin,TX 78711-3087 Austin,TX 78753 TCEQ Contact list: Application Processing Questions relating to the status and form requirements: 512/239-3700 or swpenmit@tceq.texas.gov Technical Questions relating to the general permit: 512/239-4671 Environmental Law Division: . 512/239-0600 Records Management for obtaining copies of forms submitted to TCEQ: 512/239-0900 Information Services for obtaining reports from program data bases(as available): 512/239-DATA(3282) Financial Administration's Cashier's office: 512/239-0357 or 512/239-0187 Notice of Termination Process: A Notice of Termination is effective on the date postmarked for delivery to TCEQ. When your NOT is received by the program,the form will be processed as follows: 1. Administrative Review: The form will be reviewed to confirm the following: , • the permit number is provided . • the permit is active and has been approved • the entity terminating the permit is the current permittee • the site information matches the original permit record • the form has the required original signature with title and date 2. Notice of Deficiency: If an item is incomplete or not verifiable as indicated above,a phone call will be made to the applicant to clear the deficiency. A letter will not be sent to the permittee if unable to process the form. 3. Confirmation of Termination: A Notice of Termination Confirmation letter will be mailed to the operator. General Permit(Your Permit) Coverage under the general permit begins 48 hours after a completed NOI is postmarked for delivery to the TCEQ. You should have a copy of your general permit when submitting your application. You may view and print your permit for which you are seeking coverage,on the TCEQ web site. www.tceq.texas.gov General Permit Forms The Notice of Intent(NOI),Notice of Termination(NOT),and Notice of Change(NOC)with instructions are available in Adobe Acrobat PDF,format on the TCEQ web site www.tceq.texas.gov. Change in Operator An authorization under the general permit is not transferable. If the operator or owner of the regulated entity changes,the present permittee must submit a Notice of Termination and the new operator must submit a Notice.of Intent. The NOT and NOI must be submitted not later than 10 days prior to the change in Operator status. TCEQ Central Registry Core Data Form. The Core Data.Form has been incorporated into this form. Do not send a core data form to TCEQ. After fmal acknowledgment of coverage under the general permit,the program will assign a Customer Number(CN)and Regulated Entity Number(RN). For Construction Permits,a new RN will be assigned for each Notice of Intent filed with TCEQ,since construction project sites can overlap with other Customers. The RN assigned to your construction project will not be assigned to any other TCEQ authorization. You can find the information on the Central Registry web site at wwwl2.tceq.texas.aov/crpub/. You can search by the Regulated Entity(RN),Customer Number(CN)or Name(Permittee),or by your permit number under the search field labeled "Additional ID". Capitalize all letters in the permit:number. r� F TCEQ-20023 . Instructions(02/06/2007) Page 1 505 The Customer(Permittee)is responsible for providing consistent information to the TCEQ,and for updating all CND and RN data for all authorzations as I changes occur. For General Permits,a Notice of Change form must be submitted to the program area. Annual Water Quality Fee: This fee is assessed to operators with an active authorization under the general permit on September 1 of each year. The operator will receive an invoice for payment of the annual fee in November of each year. The payment will be due 30 days from the invoice date. A 5% penalty will be assessed if the payment is,received by TCEQ after the due date. Annual fee assessments cannot be waived as long as the authorization under the general permit is active on September 1. It's important for the operator to submit a Notice of Termination(NOT)when coverage under the general permit is no longer required.A NOT is effective on the postmarked date of mailing the form to TCEQ. It is recommended that the NOT be mailed using a method that documents the date Mailed and received by TCEQ. • Mailed Payments: You must return your payment with the billing coupon provided with the billing statement. •.ePAY Electronic Payment: Go to www6.tcea.texas.gov/epay/ You must enter your account number provided at the top portion of your billing statement. Payment methods include Mastercard;Visa,and electronic check payment(ACH). A transaction over$500 can only be made by ACH. INSTRUCTIONS FOR FILLING OUT THE NOT FORM AA,P,ERATORu(currentpermittee) _ 1.TCEQ Issued Customer Number(CN) 2. Legal Name of Operator The operator must be the same entity as previously submitted on the original Notice of Intent for the permit number provided. 3.Operator Mailing Address Provide a complete mailing address for receiving mail from the TCEQ. Update the address if different than previously submitted in the Notice of Intent or Notice of Change. 4.Phone Number,Fax Number,and E-mail Address ProvidB REe updated Dcontact information. RE Number GULATEI)ENTITY RE'�INI?ORMATION:ON PROJECTOR SITE _ ,. .>" . •,. L ;i, 1.Regulated Entity Reference (RN) 2.Site/Project Name/Regulated Entity Provide the name of the site as previously submitted in the Notice of Intent for the permit number provided. 3.Site/Project(RE)Physical Address Provide the physical address or location access description as previously submitted for the permit number provided. REASON.FOR°TERMINATION.. Indicate the reason for terminating the permit by checking one of the options. If the reason is not listed then provide an attachment that explains the reason for termination. Please read your general permit carefully to determine when to terminate your permit. Permits will not be reactivated after submitting a termination form. The termination is effective on the date postmarked for delivery to TCEQ The certification must bear an original signature of a person meeting the signatory requirements specified under 30 Texas Administrative Code(TAC) §305.44. IF YOU ARE A CORPORATION: The regulation that controls who may sign an NOT or similar form is 30 Texas Administrative Code§305.44(a)(1)(see below). According to this code provision,any corporate representative may sign an NOI or similar form so long as the authority to sign such a document has been delegated to that person in accordance with corporate procedures. B y signing the NOI or similar form,you are certifying that such authority has been delegated to you. The TCEQ may request documentation evidencing such authority. IF YOU ARE A MUNICIPALITY OR OTHER GOVERNMENT ENTITY: The regulation that controls who may sign an N OI or similar form is 30 Texas Administrative Code§305.44(a)(3)(see below). According to this code provision,only a ranking elected official or principal executive officer may sign an NOI or similar form. Persons such as the City Mayor or County Commissioner will be considered ranking elected officials. In order to identify the principal executive officer of your government entity,it may be beneficial to consult y our city charter,County or city ordinances,or the Texas statute(s)under which your government entity was formed.An NOI or similar document that is signed by a government official who is not a ranking elected official or principal executive officer does,not conform to. TCEQ-20023 Instructions(02/06/2007) SOGPage 2 §305.44(a)(3).The signatory requirement may not be delegated to a government representative other than those identified in the regulation.By signing the NOI or similar form,you are certifying that you are either a ranking elected official or principal executive officer as required by the administrative code. Documentation demonstrating your position as a ranking elected official or principal executive officer may be requested by the TCEQ. If you have any questions or need additional information concerning the signatory requirements discussed above,please contact the Texas Commission on Environmental Quality's Environmental Law Division at 512/239-0600. 30 Texas Administrative Code §305.44. Signatories to Applications. (a) All applications shall be signed as follows. (1) For a corporation,the application shall be signed by a responsible corporate officer. For purposes of this paragraph,a responsible corporate officer means a president,secretary, treasurer,or v ice-president of the corpor ation in charge of a principal business function,or any other person who performs similar policy or decision-making functions for the corporation;or the manager of one or more manufacturing,production,or operating facilities employing more than 250 persons or having gross annual sales or expenditures exceeding$25 million(in second-quarter 1980 dollars),if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Corporate procedures governing authority to sign permit or post-closure order applications may provide for assignment or delegation to applicable corporate positions rather than to specific individuals. (2) For a partnership or sole proprietorship,the application shall be signed by a general partner or the proprietor,respectively. (3) For a municipality,state,federal,or other public agency,the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this paragraph,a principal executive officer of a federal agency includes the chief executive officer of the agency,or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency(e.g.,regional administrator of the EPA). TCEQ-20023 Instructions(02/06/2007) Page 3 507 MOM MINIF Ind SMALL CONSTRUCTION SITE NOTICE FOR THE Texas Commission on Environmental Quality (TCEQ) Stormwater Program TPDES GENERAL PERMIT TXR150000 The following information is posted in compliance with Part II.E.2. of the TCEQ General Permit Number TXR150000 for discharges of stormwater runoff from small construction sites. Additional information regarding the TCEQ stormwater permit program may be found on the internet at: http://www.tceq.state.tx.us/nav/permits/wu construction.html Operator Name: Contact Name and Phone Number: Project Description: Physical address or description of the site's location, estimated start date and projected end date, or date that disturbed soils will be stabilized Location o f Stormwater Pollution Prevention Plan: For Small Construction Activities Authorized Under Part II.E.2. (Obtaining Authorization to Discharge) the following certification must be completed: I (Typed or Printed Name Person Completing This Certification)certify under penalty of law that I have read and understand the eligibility requirements for claiming an authorization under Part II.E.2. of TPDES General,Permit TXR150000 and agree to comply with the terms of this permit. A stormwater pollution prevention plan has been developed and will be implemented prior to construction, according to permit requirements. A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4. I am aware there are significant penalties for providing false information or for conducting unauthorized discharges,including the possibility of fine and imprisonment for knowing violations. Signature and Title •Date Date Notice Removed MS4 operator notified per Part II.F.3. 508 NNW Will b LARGE CONSTRUCTION SITE NOTICE FOR THE• Texas Commission on Environmental Quality(TCEQ) Stormwater Program TPDES GENERAL PERMIT TXR150000 "SECONDARY OPERATOR "NOTICE This notice applies to secondary operators of construction sites operating under Part II.E.3. of the TPDES General Permit Number TXR150000 for discharges of stormwater runoff from construction sites equal to or greater than five acres, including the larger common plan of development. The information on this notice is required in Part III.D.2. of the general permit. Additional information regarding the TCEQ stormwater permit program may be found on the interne at: http://www.tceq.state.tx.us/nav/permits/wq construction.html 14 Site-Specific TPDES Authorization Number: jOperator Name: Contact Name and Phone Number: Project Description: Physical address or description of the site's location, and estimated start date and projected end date, or date that disturbed soils will be stabilized. Location of Stormwater Pollution Prevention Plan(SWP3): For Large Construction Activities Authorized Under Part II.E.3. (Obtaining Authorization to Discharge) the following certification must be completed: I (Typed or Printed Name Person Completing This Certification)certify under penalty of law that I have read and understand the eligibility requirements for claiming an authorization under Part II.E.3. of TPDES General Permit TXR150000 and agree to comply with the terms of this permit. •A stormwater pollution prevention plan has been developed and will be implemented prior to construction, according to permit requirements. A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4. I am-aware there are significant penalties for providing false information or for conducting unauthorized discharges,including the possibility of fine and imprisonment for knowing violations. Signature and Title Date Date Notice Removed MS4 operator notified per Part II.F.3. 509 Y��1 MUM min x 4~� LARGE CONSTRUCTION SITE NOTICE FOR THE Texas Commission on Environmental Quality(TCEQ) Stormwater Program TPDES GENERAL PERMIT TXR150000 "PRIMARY OPERATOR"NOTICE This notice applies to construction sites operating under Part II.E.3. of the TPDES General Permit Number TXR150000 for discharges of stormwater runoff from construction sites equal to or greater than five acres, including the larger common plan of development. The information on this notice is required in Part III.D.2. of the general permit. Additional information regarding the TCEQ stormwater permit program may be found on the interne at: http://www.tceq.state.tx.us/nav/permits/wu construction.html Site-Specific TPDES Authorization Number: Operator Name: Contact Name and Phone Number: Project Description: Physical address or description of the site's location, and estimated start date and projected end date, or date that disturbed soils will be stabilized. Location of Stormwater Pollution Prevention Plan: 510 • mime —minimmii -1111111111115 • MIME Mira 1111 SMALL CONSTRUCTION SITE NOTICE: LOW POTENTIAL FOR EROSION FOR THE Texas Commission on Environmental Quality(TCEQ) Stormwater Program TPDES GENERAL PERMIT TXR150000 The following information is posted in compliance with Part.11.E.1.of the TCEQ General Permit Number TXR150000 for discharges of stormwater runoff from small construction sites automatically authorized based on low rainfall erosivity. Additional information regarding the TCEQ stormwater permit program may be found on the internet at: httn://www.tceo_state.tx.ushatavipermits/wo construction html Operator Name: Contact Name and Phone Number: Project Description: F (Physical address or description of the site's location, estimated startdate and projected end date,or date that disturbed soils will be stabilized) For Small Construction Sites Authorized Under Part ll.E.1., the following certification must be completed: I (Typed or Printed Name Person Completing This Certification)certify under penalty of law that I have read and understand the eligibility requirements for claiming an automatic authorization based on low rainfall erosivity under Part IIE.1. of TPDES General Permit TXR150000 and agree to comply with the terms of this permit. Construction activities at this site shall occur within a time period listed in Appendix A of the TPDES general permit for this county,that period beginning on and ending on ' . I understand that if construction activities continue past this period, all stormwater runoff must be authorized under a,separate provision of the general permit.A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4. I am aware there are significant penalties for providing false information or for conducting unauthorized discharges, including the possibility of fine and imprisonment for knowing violations. Signature and Title Date Date Notice Removed MS4 operator notified per Part II:F.3. 511' CITY OF PEARLAND SOURCE CONTROLS FOR Project No. TR1205 EROSION AND SEDIMENTATION Section 01566 SOURCE CONTROLS FOR EROSION i SEDIMENTATION 1.0 GENERAL 1.01 SECTION INCLUDES A Descriptions of measures and practices,in response to TPDES General Permit TXR 150000, which shall be used on the•Work to eliminate or significantly minimize pollutants in discharges into Surface Water in the State by controlling erosion and sediments at their source. B References to Technical Specifications: 1. Section 01550—Stabilized Construction Exit 2. Section 01562—Waste Material Disposal 3. Section 01500—Temporary Facilities and Controls C Definitions: 1. Potential Water Pollutant any substance that could potentially alter the physical,thermal,chemical,or biological quality of the Surface Water in the State,rendering the water harmful,detrimental,or injurious to humans, animal life,vegetation,or property,or to public health, safety or welfare,or impairs the usefulness or the public enjoyment of the water for any lawful or reasonable purpose. 1.02 MEAUSREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A Contractor shall conduct all 'construction operations under 'this ' Contract in conformance with the erosion control practices described in the Plans and this Technical Specification. B Erosion and sediment control'measures shall be in place prior to the start of any Work that exposes the soil, other than as specifically directed by the Engineer to allow soil testing and surveying. . C The Contractor shall install, maintain, and inspect erosion and sediment control Measures and practices that operate effectively and as specified in the Plans and in this or other Technical Specifications. 07/2006 01565612 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR Project No. TR1205 EROSION AND SEDIMENTATION D Equipment and vehicles shall be prohibited by the Contractor from maneuvering on areas outside of the limits of construction or dedicated rights-of-way and easements. Damage caused by construction traffic to erosion and sediment control systems shall be repaired immediately by the Contractor. E The Contractor shall be responsible for collecting, storing, hauling, and disposing of spoil, silt, waste materials, and contaminated material resulting from erosion and sediment control measures as specified in this or other Technical Specifications and in compliance with applicable federal, state,and local rules and regulations. 3.02 EXPOSED SOIL A When soil is exposed as a result of clearing, grading,excavating,stockpiling,or other soil disturbing activities, the Contractor shall implement measures to effectively control erosion and prevent the escape of sediments from the Project Site. B Control measures may include the following practices: 1. Preserve existing vegetation to the extent possible. 2. Construct drainage swales,berms,or sediment basins. 3. Maintain grades to minimize the velocity of sheet flow over disturbed areas and promote evaporation and infiltration of storm water directly into the ground. 4. Install filter fabric fences or barriers, sediment traps, seepage basins, - gabions,or storm drain inlet protection devices. 5. Utilize vegetative buffer strips,mulching,or riprap C When the placement of topsoil,bank sand, or other soil material is specified,after an area has been brought to grade and immediately prior to placement, loosen the subgrade discing or by scarifying to a depth of at least 2 inches to permit bonding to the subsoil. D When all soil disturbing activities have been completed, establish a perennial vegetative cover on all areas that are not paved, covered by permanent structures, or otherwise permanently stabilized. 3.03 DUST CONTROL A Implement control measures to minimize dust creation and movement on construction sites and roads and to prevent airborne sediment from reaching receiving streams or storm water conveyance systems, to reduce on-site and off-site damage, to prevent health hazards,and to improve traffic safety: B Control blowing dust by using one or more of the following measures: 1. Mulches bound with chemical binders. 2. Temporary vegetative cover. 3. Tillage to roughen surface and bring clods to the surface. M1 4. Irrigation by water sprinkling. 07/2006 01566-2 of 5 513 CITY OF PEARLAND SOURCE CONTROLS FOR Project No. TR1205 EROSION AND SEDIMENTATION 5. Barriers using solid board fences,burlap fences,crate walls,bales of hay,or similar materials. C Implement dust control measures immediately whenever dust can be observed blowing on the Project Site. 3.04 DEMOLITION AREAS A Demolition activities which create large amounts of dust with significant concentrations of heavy metals or other potential water pollutants shall use methods described in this Section, 3.03 "Dust Control",to limit transport of airborne pollutants. However, water or slurry used to control dust contaminated with heavy metals or potential water pollutants shall be retained on the Project Site and shall not be allowed to run directly into watercourses or storm water conveyance systems by the appropriate use of control measures described in this Section. Methods of ultimate disposal of these materials shall be carried out in accordance with applicable local, state, and federal health and safety regulations. 3.05 SEDIMENT TRACKING A Minimize off-site tracking of sediments and the generation of dust by construction vehicles, keeping the streets clean or construction debris and mud, by implementing one or more of the following control measures: 1. Restrict all ingress and egress to stabilized construction exits. 2. Stabilize areas used for staging,parking,storage or disposal. 3. Stabilize on-site vehicle transportation routes. 4. Remove mud and other debris,washing if necessary,from vehicles prior to entrance onto public roadways from the Project Site. 5. Maintain grade to minimize the occurrence of mud on the Project Site. B Construct stabilized construction areas under the provisions of Section 01550 — Stabilized Construction Exists. C In addition to Stabilized Construction Exits shovel or sweep the pavement to the extent necessary to keep the street clean. Water-hosing or sweeping of debris and mud off of the street into adjacent areas is not allowed. 3.06 . EQUIPMENT MAINTENANCE AND REPAIR A Control equipment maintenance and repair so that oils, gasoline,grease,solvents,and other potential water pollutants cannot be washed directly into receiving streams or storm water conveyance systems. B Control measures may include the following practices: 1. Confine maintenance and repair of construction machinery and equipment to areas specifically designated for that purpose. 2. Provide these areas with adequate waste disposal receptacles for liquid as well as solid waste. 07/2006 01566- of 5 CITY OF PEARLAND SOURCE CONTROLS FOR Project No. TR1205 EROSION AND SEDIMENTATION 1 3. Clean and inspect maintenance and repair areas daily. 4. Stabilize the area with coarse aggregate. 5. Maintain grade to prevent surface water from flowing over the area. 6. Place plastic matting,packed clay,tar paper,or other impervious material to prevent contamination of soil in the area. 7. Isolate areas of contaminated soil or other materials to facilitate proper removal and disposal. C Where effective control measures are not feasible, equipment shall be taken off-site for maintenance and repair. 3.07 WASTE COLLECTION AND DISPOSAL A Conduct operations in conformance with the plan provided in Section 01562—Waste Material Disposal and utilize such control measures,described in this Section,as may be necessary to eliminate or significantly reduce the discharge of possible water pollutants from the Project Site as a result of waste collection and disposal. B Keep receptacles and waste collection areas neat and orderly to the extent possible. Waste shall not be allowed to overflow its container or accumulate from day-to-day. Locate trash collection points where they will least likely be affected by concentrated storm water runoff. 3.08 WASHING AREAS A Vehicles such as concrete delivery trucks or dump trucks and other construction equipment shall not be washed at locations where the runoff will flow directly into a watercourse or storm water conveyance system. Preventative measures may include the following practices: 1. Designate special areas for washing vehicles. 2. Locate these areas where the wash water will spread out and evaporate or infiltrate directly into the ground,or where the runoff can be collected in a temporary holding or seepage basin. 3. Beneath wash areas construct a gravel or rock base to minimize mud production. B Construct washing areas under the provisions of Section 01550 — Stabilized Construction Exists. 3.09 STORAGE AND USAGE OF POTENTIAL WATER POLLUTANTS A Store and use potential water pollutants such as pesticides, fertilizers, distillate fuels, lubricants, solvents, cements, paints, acids, caustics, and other toxic substances in accordance with manufacturers' guidelines, Material Safety Data Sheets, and with local, state, and federal regulations. 07/2006 01566-4 of 5 515 CITY OF PEARLAND SOURCE CONTROLS FOR Project No. TR1205 EROSION AND SEDIMENTATION B Isolate these substances in areas where they are to be stored,opened or used such that they will not cause pollution of runoff from the Project Site. Preventative measures may include the following practices: 1. Stabilize the area with coarse aggregate. 2. Store containers on raised platforms. 3. Place plastic matting,packed clay,tar paper,or other impervious material to prevent contamination of soil in the area. 4. Provide protective cover or weather proof enclosure. 5. Minimize accidental spillage. 6. Keep containers tightly closed. 7. Periodically inspect containers for leakage. 8. Maintain grade to prevent surface water from flowing over the area. 9. Provide berms,filter fabric fences or barriers,or sediment basins. 10. Designate washing areas for containers and other items that have come in contact with potential water pollutants. C Avoid overuse of substances such as pesticides and fertilizers which could produce contaminated runoff. 3.10 SANITARY FACILITIES A Provide the Project Site with adequate portable toilets for workers in accordance with Section 01500—Temporary Facilities and Controls,and applicable health regulations. B Control areas where sanitary facilities are located so that sewage or chemicals will not be washed directly into receiving streams or storm water conveyance systems by using one or more of the following measures. 1. Inspect the facilities daily. 2. Service the facilities as often as necessary to maintain cleanliness and prevent overflows. 3. Stabilize the area with coarse aggregate 4. Maintain grade to prevent surface water from flowing over the area END OF SECTION 07/2006 015 5 i 65 of 5 CITY OF PEARLAND Project No. TR1205 TRENCH SAFETY SYSTEM • Section 01570 TRENCH SAFETY SYSTEM 1.0 GENERAL 1.01 SECTION INCLUDES A. Trench safety system for the construction of trench excavations. B. Trench safety system for excavation of utilities, excavation of structures, and embankment which fall under provisions of federal, state, or local excavation safety laws. C. References to Technical Specifications: 1. Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals D. Referenced Standards: 1. Occupational Safety and Health Administration(OSHA) E. Definitions: 1. Trench. A narrow excavation(in relation to its depth)made below the surface of the ground. In general,the depth is greater than the width, but the width of a trench(measured at the bottom) is not greater than 15 feet. 2. Trench safety system requirements apply to larger open excavations if the erection of structures or other installations limits the space between the excavation slope and the installation to dimensions equivalent to a trench as defined. 3. Trench safety systems include both Protective Systems and Shoring Systems but are not limited to sloping, sheeting,trench boxes or trench shields, slide rail systems, sheet piling, cribbing,bracing, shoring, dewatering or diversion of water to provide adequate drainage. k 5/2013 01570- 1 of 5 517 CITY OF PEARLAND Project No. TR1205 TRENCH SAFETY SYSTEM a. Protective System:A method of protecting employees from cave-ins, from material that could fall or roll from an excavation face or into an excavation, or from the collapse of an adjacent structure. b. Shoring System: A structure, which supports the sides of an excavation,to prevent cave-ins,maintain stable soil conditions, or to prevent movements of the ground affecting adjacent installations or improvements. c. Special Shoring: A shoring system meeting Special Shoring Requirements for locations identified on the Plans. 4. Competent Person-one who is capable of identifying existing and predictable hazards in the surroundings or working conditions which are unsanitary,hazardous, or dangerous to employees, and who has authorization to take prompt corrective measures to eliminate them. 1.02 MEASUREMENT AND PAYMENT A. Measurement for trench safety systems used on utility excavations is on a linear foot basis, measured along the centerline of the trench. Payment for trench safety systems includes payment for manholes and other line structures. B. Unless indicated in as a Bid Item,no separate payment will be made for shoring systems under this Section. Include cost in Bid Items for trench safety systems. C. If shown on the Plans and included in Section 00300—Bid Proposal as a separate Bid Item, Measurement and Payment for Special Shoring system installation for trench excavation is on a square foot basis,measured and completed in place. D. Unless indicated as a Bid Item, no separate payment will be made for trench safety systems used on structural excavations under this Section. Include cost for trench safety system used on structural excavations in applicable structure installation. E. Unless indicated as a Bid Item, no separate payment will be made,for trench safety systems used on roadway excavation or embankment under this Section. Include cost in applicable Sections. F. Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit a safety plan specifically for the construction of trench excavation,excavation of utilities, excavation of stru^*Ares, and embankment which fall under provisions of 5/2013 015750i 82 of 5 CITY OF PEARLAND Project No. TR1205 TRENCH SAFETY SYSTEM federal, state, or local excavation safety laws. Design the Trench Safety Plan to be in accordance with OSHA Standards - 29CFR governing the presence and activities of individuals working in and around trench excavations, and in accordance with any Special Shoring requirements at locations shown on the Plans. Include in the plan, submittal of the contact information for the Competent Person. C. Have Shop Drawings for trench safety systems sealed, as required by OSHA, by a Professional Engineer, licensed by the State of Texas, retained and paid by the Contractor. 1.04 REGULATORY REQUIREMENTS A. Install and maintain trench safety systems in accordance with the provision of Excavations,Trenching,and Shoring,OSHA Standards-29 CFR,Part 1926,Subpart P, as amended,including Final Rule,published in the Federal Register Vol.54,No.209 on Tuesday, October 31, 1989. The sections that are incorporated into these.Technical Specifications,by reference, include Standard 1926.650—652. B. A reproduction of the OSHA Standards — 29 CFR included in Subpart P — "Excavations"from the Federal Register Vol. 54,No.209 is available upon request to Contractors bidding on the Work. The Owner assumes no responsibility for the accuracy of the reproduction. The Contractor is responsible for obtaining a copy of this. section of the Federal Register. C. Include in the Trench Safety Program measures that establish compliance with the standard interpretation of the General Duty Clause,Section 5.(a)(1),ofthe Occupational Safety and Health Act of 1970—20 USC 654 which states,"Employers must shore or otherwise protect employees who walk/work at the base of an embankment from possible collapse." D. Legislation that has been enacted by the State of Texas with regard to Trench Safety Systems is hereby incorporated,by reference, into these specifications. Under Texas Statutes, refer to Chapter 756 of the Health and Safety Code, SUBCHAPTER C. TRENCH SAFETY. E. Reference materials, if developed for this Work,will be issued by the Engineer along with the Bid Documents, including the following: 1. Geotechnical information obtained for use in design of the trench safety system. 2. Special Shoring Requirements. 1.05 INDEMNIFICATION A. Contractor shall indemnify and hold harmless the Owner, its employees, and agents, from any and all damages, costs(including,without limitation,legal fees, court costs, and the cost of investigation) =--igments or claims by anyone for injury or death of 5/2013 01570-3 of 5 519 CITY OF PEARLAND Project No. TR1205 TRENCH SAFETY SYSTEM persons resulting from the collapse or failure of trenches constructed under this Contract. B. Contractor acknowledges and agrees that this indemnity provision provides indemnity for the Owner in case the Owner is negligent either by act or omission in providing for trench safety, including, but not limited to safety program and design reviews, inspections,failures to issue stop work orders, and the hiring of the Contractor. C. Review of the safety program by the Engineer will only be in regard to compliance with the Contract Documents and will not constitute approval by the Engineer nor relieve Contractor of obligations under state and federal trench safety laws. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 INSTALLATION A. Install and maintain trench safety systems in accordance with provisions of OSHA Standards—29 CFR. B. Specially designed trench safety systems shall be installed in accordance with the Contractor's trench excavation safety program for the locations and conditions identified in the program. C. Install Special Shoring at the locations shown on the Plans. D. Obtain verification from a Competent Person,defined in this Section and as identified in the. Contractor's Trench Safety Program, that trench boxes and other pre- manufactured systems are certified for the actual installation conditions. 3.02 INSPECTION A. Conduct daily inspections by Contractor or Contractor's independently retained consultant, of the trench safety systems to ensure that the installed systems and operations meet OSHA Standards—29 CFR and other personnel protection regulations requirements. B. If evidence of possible cave-ins or slides is apparent, immediately stop work in the trench and move personnel to safe locations until necessary precautions have been taken to safeguard personnel. C. Maintain a permanent record of daily inspections. 5/2013 015750204 of 5 CITY OF PEARLAND Project No. TR1205 TRENCH SAFETY SYSTEM 3.03 FIELD QUALITY CONTROL A. Verify specific applicability of the selected or specially designed trench safety systems to each field condition encountered on the Work. END OF SECTION 5/2013 01570-5of5 521 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS Section 01580 PROJECT IDENTIFICATION SIGNS 1.0 GENERAL 1.01 SECTION INCLUDES A Project identification sign description. B. Installation. C. Maintenance and removal. 1.02 UNIT PRICES A. No separate payment will be made for design, fabrication, installation, and maintenance of project identification signs under this Section. Include cost of work performed under this Section in the pay item for Section 01505 -Mobilization. B. If changes to project identification signs are requested by the City Engineer to keep them current,payment will be made by change order. C. Skid-mounted signs shall be relocated as directed by the City Engineer at no additional cost to the City. Post-mounted signs shall be relocated once, if directed in writing by the City Engineer, at no additional cost to the City. If a post-mounted sign is relocated more than once at the written direction of the City Engineer, payment will be made by change order. 1.03 SYSTEM DESCRIPTION A. Sign_ Construction: Project identification signs shall be constructed of new materials and painted new for the project. Construct post-mounted signs as shown on Construction.Sign Details. . B. Appearance: Project identification signs shall be maintained to present a clean and neat look throughout the project duration. C. . .Sign Manufacturer/Maker: Experienced as a professional sign company. D. Sign Placement: Place signs at locations as directed by the City Engineer. The City Engineer will provide sign placement instructions at the Pre-construction Meeting. 1. A linear project is one involving paving,overlay, sewer lines, storm drainage, or water mains that run in the right-of-way over a distance. A 10/2014 01580-1 522 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS • linear project requires a project identification sign at each end of the construction site. 2. Single Site or Building Projects: Provide one project identification sign. 3. Multiple Sites: Provide one project identification sign at each site. 4. Sign Relocation: As work progresses at each site, it may be necessary to move and relocate project identification signs. Relocate signs as directed in writing by the City Engineer. E. Alternate Skid-mounted Sign Construction: Post-mounted signs are preferred,but skid-mounted signs are allowed, especially for projects with noncontiguous locations where work progresses from one location to another. The skid structure shall be designed so that the sign will withstand a 60-mile-per-hour wind load directly to the face or back of the sign. Use stakes, straps, or ballast. Approval of the use of skid-mounted signs shall not release the Contractor from responsibility of maintaining a project identification sign on the project site and shall not make the City responsible for the security of such signs. 1.04 SUBMITTALS A. Submit shop drawings under provisions of Section 01350 - Submittal Procedures. B. Show content, layout, lettering style, lettering size, and colors. Make sign and lettering to scale, clearly indicating condensed lettering, if used. 2.0 PRODUCTS 2.01 SIGN MATERIALS A. Structure and Framing: All sign materials shall be new. 1. .Sign Posts: Use 4-inch by 4-inch treated wood posts, sized to fix top of sign at 6 FEET ABOVE GROUND. 2. Sign Supports and Skid Bracing: 2-inch by 4-inch wood framing material. 3. Skid Members: 2-inch by 6-inch wood framing material. 4. Fasteners: a. Use galvanized steel fasteners. b. Use 3/8-inch by 5-1/2-inch button head carriage bolts to attach sign to posts. Secure with nuts and flat head washers at locations as recommended by Sign Manufacturer. c. Cover button heads with white reflective film or paint to match sign background B. Sign and Sign Header: Use medium density overlaid marine plywood, minimum 1/2-inch thick. Use full-size 4-foot by 8-foot sheets for sign and a single piece for header to minimize joints; do not piece wood to fabricate a sign face. C. Paint and Primers: White paint used to prime surfaces and to resist weathering shall be an industrial grade,fast-drying,oil-based paint with gloss finish. Paint structural 10/2014 01580-2 523 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS and framing members white on all sides and edges to resist weathering. Paint sign and sign header material white on all sides and edges to resist weathering. Paint all sign surfaces with this weather-protective paint prior to adding any sign paint or adhesive applications. D. Colors: Follow criteria established by attached Exhibit 3.0 EXECUTION 3.01 INSTALLATION A. Install project .identification signs within 10 calendar days after Date of Commencement. B. Erect signs where designated by the City Engineer at the Pre-construction Meeting or as described in part 1.03 of this Section. Position the sign in such a manner as to be fully visible and readable to the general public. C. Erect sign level and plumb. D. If mounted on posts, sink posts a minimum of 30 inches below grade in 10-inch diameter posthole. Stabilize posts with sharp sand or concrete to minimize lateral motion. Leave a minimum of 8 feet of post above existing grade for mounting of the sign and header: E. Erect sign so that the top edge of the sign, is no higher than 6 feet above existing grade. 3.02 MAINTENANCE AND REMOVAL A. Keep signs and supports clean. Repair deterioration and damage. B. Remove signs, framing, supports, and foundations to a depth of 2 feet upon completion of Project. Restore the area to a condition equal to or better than before construction. END OF SECTION 10/2014 01580-3 524 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS PROJECT IDENTIFICATION SIGN EXHIBIT First I nihrC�S1On PROJECT NAME LOCATED HERE 1'E�1{t QND I .: PROJECT NO. 12345678 i Capital Improvement ON CP P ARLAND i Sloane Layout PROJECT SCHEDULE:MONTH/YEAR i ADDRESS, Various MOE BED BUDGET: $DOLLAR AMOUNT mTsrm. ENGINEER/ARCHITECT: Peariand,Texas GOUHcaloaflmrtlt F�']�1FCi?s°nu sex: October 2014 t NAME GOES HERE 02=2::CM term coma CO rents*1 CONTRACTOR: 4 aimprovementto ° • october2014 ° Ctrs r CONTRACTOR NAME GOES HERE ISMIREll pearlandtx.gov/departments/engineering-capital-projects/projects ' VIra7ammroUNcO sroammmaeaawwMIwmurteE PIITIMAJILISSOLOCIIIMMITIVERMII SPECIAL NOTE:CONTACT CITY SECRETARY FOR CURRENT COUNCIL,NAMES IPSTIRBMICAMM 1SINGLE SIDE MOO MARINE GRADE PLYWOOD FINISHED WITH ALKYD ENAMEL GLOSS WHITE �TOPR PSERVICERMARY COMPUTER CUT VINYL AND DIGITAL PRINT 5 YEAR LIFE MINIMUM MATERIALS u°ECTRICAL SERVICES OTHERWISESTPEWED INSTALL ON TWO 4"X4"TREATED POSTS,MIN.DEPTH IS 24",OR SKID MOUNTED AS SITE REQ'D.. CLIENT APPROVAL 10/2014 01580-4 525 ti`a� ��b • `2-) 4 �0e' ‘S, 526 CITY OF PEARLAND Project No. TR1205 MATERIAL AND EQUIPMENT Section 01600 MATERIAL AND EQUIPMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for transportation, delivery, handling, and storage of materials and equipment. B References to Technical Specifications: 1. Section 01566—Source Controls for Erosion&Sedimentation 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this work is a component. 1.03 PRODUCTS A Products: Means material,equipment,or systems forming the Work. Does not include machinery and equipment used for preparation, fabrication, conveying and erection of the Work. Products may also include existing materials or components designated for reuse. B Do not reuse materials and equipment, designated to be removed,except as specified by the Contract Documents. C Provide equipment and components from the fewest number of manufacturers as is practical, in order to simplify spare parts inventory and to allow for maximum interchangeability of components. For multiple components of the same size,type or application,use the same make and model of component throughout the Work. 1.04 TRANSPORTATION A Make arrangements for transportation, delivery, and handling of equipment and materials required for timely completion of the Work. B Transport and handle products in accordance with instructions. C Consign and address shipping documents to the proper party giving name of Project, street number,and City. Shipments shall be delivered to the Contractor. 1.05 DELIVERY A Arrange deliveries of products to accommodate the Construction Schedule and in ample time to facilitate inspection prior to installation. Avoid deliveries that cause lengthy storage or overburden of limited storage space. 07/2006 01605027 of 3 CITY OF PEARLAND Project No. TR1205 MATERIAL AND EQUIPMENT B Coordinate deliveries to avoid conflict with Work and conditions at the Project Site and to accommodate the following: 1. Work of other contractors or the Owner. 2. Limitations of storage space. 3. Availability of equipment and personnel for handling products. 4. Owner's use of premises. C Have products delivered to the Project Site in manufacturer's original, unopened, labeled containers. D Immediately upon delivery, inspect shipment to assure: 1. Product complies with requirements of Contract Documents. 2. Quantities are correct. 3. Containers and packages are intact; labels are legible. 4. Products are properly protected and undamaged. 1.06 PRODUCT HANDLING A Coordinate the off-loading of materials and equipment delivered to the Project Site. If necessary to move stored materials and equipment during construction, Contractor shall relocate materials and equipment at no additional cost to the Owner. B Provide equipment and personnel necessary to handle products, including those provided by the Owner,by methods to prevent damage to products or packaging. C Provide additional protection during handling as necessary to prevent breaking scraping,marring,or otherwise damaging products or surrounding areas. D Handle products by methods to prevent over bending or overstressing. E Lift heavy components only at designated lifting points. F Handle materials and equipment in accordance with Manufacturer's recommendations. G Do not drop, roll, or skid products off delivery vehicles. Hand carry or use suitable materials handling equipment. 1.07 STORAGE OF MATERIAL A Store and protect materials in accordance with manufacturer's recommendations and requirements of these Technical Specifications. Control storage of potential water pollutants in conformance with Section 01566 — Source Controls for Erosion & Sedimentation. B Make necessary provisions for safe storage of materials and equipment. Place loose soil materials,and materials to be incorporated into the Work to prevent damage to any part of the Work or existing facilities and to maintain free access at all times to all parts of the Work and to utility service company installations in the vicinity of the Work. 07/2006 01600-2 of 3 528 CITY OF PEARLAND Project No. TR1205 MATERIAL AND EQUIPMENT C Keep materials and equipment neatly and compactly stored in locations that will cause a minimum of inconvenience to other contractors, public travel, adjoining owners, tenants, and occupants. Arrange storage in a manner to provide easy access for inspection. D Provide adequately ventilated, watertight storage facilities with floor above ground level for materials and equipment susceptible to weather damage. E Restrict storage to areas available on the construction site for storage of material and equipment as shown on Plans or approved by the Project Manager. F Provide off-site storage and protection when on-site storage is not adequate. G Do not use lawns, grass plots, or other private property for storage purposes without written permission of the owner or other person in possession or control of such premises. Damage to lawns, sidewalks, streets or other improvements shall be repaired or replaced to the satisfaction of the Project Manager. H Protect stored materials and equipment against loss or damage. I Store materials in manufacturers'unopened containers. J Materials delivered and stored along the line of the Work shall be no closer than 3 feet to any fire hydrant. Public and private drives and.street crossings shall be kept open. K The total length which materials may be distributed along the route of construction at anyone time is 1000lineal feet, unless otherwise,a roved in writingbythe Project PP J Manager. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01600-3 of 3 529 CITY OF PEARLAND Project No. TR1205 PRODUCT OPTIONS AND SUBSTITUTIONS Section 01630 PRODUCT OPTIONS AND SUBSTITUTIONS 1.0 GENERAL 1.01 SECTION INCLUDES A Options for making product or process selections. B Procedures for proposing equivalent construction products or processes, including pre- approved,and approved products or processes C References to Technical Specifications: 1. Section 01350—Submittals 1.02 SUBMITTALS A Make Submittals required by this and related Sections under the provisions of Section 01350 Submittals. 1.03 DEFINITIONS A Product: Means,materials, equipment, or systems incorporated into the Work. Product does not include machinery and equipment used for production, fabrication, conveying, - and erection of the Work. Products may also include'existing materials or components designated for re-use. B Process: Any proprietary system or method for installing system components resulting in an integral, functioning part of the Work. For, this Section, the word Product includes Processes. 1.04 SELECTION OPTIONS A Pre-approved Products: Products of certain manufacturers or suppliers are designated in the Technical Specifications as"pre-approved". Products of other manufacturers or suppliers will not be acceptable under this Contract and will not be considered under the submittal process for approving alternate products. B Approved Products: Products of certain manufacturers or suppliers designated in the Technical Specifications followed by the words "or approved equal". Approval of alternate products not listed in the Technical Specifications may be obtained through provisions of this Section and Section 01350—Submittals. The procedure for approval of alternate products is not applicable to Pre-approved Products. C Product Compatibility: To the maximum extent possible,provide products that are of the same type or function from a single manufacturer, make, or source. Where more than one choice is available as a Contractor's option, select-a product which is compatible with other products already selected, specified,or in use by the Owner. 07/2006 01630 - of 3 CITY OF PEARLAND Project No. TR1205 PRODUCT OPTIONS AND SUBSTITUTIONS 1.05 CONTRACTOR'S RESPONSIBILITY A Furnish information the Engineer deems necessary to judge equivalency of the alternate product. B Pay for laboratory testing as well as any other review or examination cost needed to establish the equivalency between products which enables the Engineer to make such a judgment. C If the Engineer determines that an alternate product is not equivalent to that named in the Technical Specifications,the Contractor shall furnish one of the specified products. 1.06 ENGINEER'S REVIEW A Alternate products may be used only if approved in writing by the Engineer. The Engineer's determination regarding acceptance of a proposed alternate product is final. B Alternate products will be accepted if the product is judged by the Engineer to be equivalent to the specified product or to offer substantial benefit to the Owner. C The Owner retains the right to accept any product deemed advantageous to the Owner, and similarly,to reject any product deemed not beneficial to the Owner. 1.07 SUBSTITUTION PROCEDURE A Collect and assemble technical information applicable to the proposed product to aid in determining equivalency as related to the Approved Product specified. B Submit a written request for a product to be considered as an alternate product along with the product information within fourteen(14) days after the Effective Date of the Agreement. C After the submittal period has expired, requests for alternate products will be considered only when a specified product becomes unavailable because of conditions beyond the Contractor's control. D Submit 5 copies of each request for alternate product approval. Include the following information: 1. Complete data substantiating compliance of proposed substitution with Contract Documents. 2. For products: a. Product identification,including manufacturer's name and address. b. Manufacturer's literature with product description, performance and test data, and reference standards. c. Samples, as applicable. d. Name and address of similar projects on which product was used and date of installation. Include the name of the Owner, Architect/Engineer,and installing contractor. 07/2006 01630-2 of 3 531. CITY OF PEARLAND Project No. TR1205 PRODUCT OPTIONS AND SUBSTITUTIONS 3. For construction methods: a. Detailed description of proposed method. b. Shop Drawings illustrating methods. 4. Itemized comparison of proposed substitution with product or method specified. 5. Data relating to changes in Construction Schedule 6. Relationship to separate contracts,if any. 7. Accurate cost data on proposed substitution in comparison with product or method specified. 8. Other information requested by the Engineer. E Approved alternate products will be subject to the same review process as the specified product would have been for Shop Drawings,Product Data, and Samples. 2.0 PRODUCTS - Not Used • 3.0 EXECUTION - Not Used END OF SECTION 07/2006 0163532 of 3 CITY OF PEARLAND Project No. TR1205 FIELD SURVEYING Section 01720 FIELD SURVEYING 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for surveyors and surveys. B Procedures pertaining to survey control points and reference points. C References to Technical Specifications: 1. Section 01350— Submittals 2. Section 01760—Project Record Documents 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 QUALITY CONTROL A Conform to State of Texas laws for surveys requiring licensed surveyors. Employ a land surveyor acceptable to Engineer. 1.04 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit to Engineer the name, address, and telephone number of Surveyor before starting survey work. C Submit documentation verifying accuracy of survey work on request. 1.05 PROJECT RECORD DOCUMENTS A Maintain a complete and accurate log of control and survey work as it progresses. B Submit Record Documents under provisions of Section 01760 — Project Record Documents. 1.06 EXAMINATION A Verify locations of survey control points prior to starting Work. B Notify Engineer immediately of any discrepancies discovered. 07/2006 01720-1 of 2 533 CITY OF PEARLAND Project No. TR1205 FIELD SURVEYING 1.07 SURVEY REFERENCE POINTS A Control datum for survey is that established by Owner-provided survey and indicated on Plans. B Locate and protect survey control points, including property corners,prior to starting site work. Use caution to preserve permanent reference points during construction. C The Contractor shall not reset; nor cause to be reset, lost, disturbed, or damaged; control points. Promptly notify Engineer of disturbance or damage to any control point(s). D Notify Engineer 48 hours in advance of need for relocation of reference points due to changes in grades or other reasons. E Report promptly to Engineer the loss or destruction of any reference point. F Any re-staking of control points lost,disturbed, or damaged by Contractor's operations will be provided by Owner at Contractor's expense. G Employ a Registered Public Land Surveyor to reset any missing, disturbed, or damaged monumentation. 1.08 SURVEY REQUIREMENTS A Utilize recognized engineering survey practices. B Establish a minimum of two permanent bench marks on Project Site, referenced to established control points. Record locations, with horizontal and vertical data, on Project Record Documents. C Establish and record in survey notes elevations, lines and levels to provide quantities required for Measurement and Payment and to provide appropriate controls for the Work. Locate and lay out by instrumentation and similar appropriate means: 1. Site improvements including pavements; stakes for grading; fill and topsoil placement;utility locations,slopes, and invert elevations. 2. Grid or axis for structures. 3. Mounumented Baseline. D Verify periodically layouts by same means. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01720 - of 2 CITY OF PEARLAND Project No. TR1205 CUTTING AND PATCHING Section 01730 CUTTING AND PATCHING 1.0 GENERAL , 1.01 SECTION INCLUDES A Cutting, patching and fitting of Work to existing facilities, or to accommodate installation or connection of Work with existing facilities, or to uncover Work for access,inspection or testing. B References to Technical Specifications: 1. Section 01350— Submittals 2. Section 01630—Product Options&Substitutions 1.02 MEASURMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS • A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit written notice to the Engineer requesting consent to proceed prior to cutting which may affect structural integrity or design function,Owner operations,or work of another contractor. C Include the.following in submittal: 1. Identification of Project. 2. Description of affected Work. 3. Necessity for cutting. 4. Effect on other work and on structural integrity. 5. Include description of proposed Work: a. Scope of cutting and patching. b. Contractor, subcontractor or trade to execute Work. c. Products proposed to be used. d. Extent of refinishing. e. Schedule of operations. 6. Alternatives to cutting and patching,if any. D Should conditions of Work or schedule indicate change of materials or methods, submit a written recommendation to the Engineer including: 1. Conditions indicating change. 2. Recommendations for alternative materials or methods. 3. Submittals as required for substitutions in Section 01630—Product Options &Substitutions. - 07/2006 0 01730- 1 of 3 535 CITY OF PEARLAND Project No. TR1205 CUTTING AND PATCHING E Submit written notice to the Engineer designating time Work will be uncovered for observation. Do not begin cutting or patching operations until authorized by the Engineer. - 1.04 CONNECTIONS TO EXISTING FACILITIES A Perform construction necessary to complete connections and tie-ins to existing facilities. Keep all existing facilities in continuous operation unless otherwise specifically permitted in these Technical Specifications or approved by the Engineer. B Coordinate with the Engineer, interruption of service requiring connection into existing facilities. Bypassing of wastewater or sludge to waterways is not permitted. Provide temporary pumping facilities to handle wastewater if necessary. Use temporary bulkheads (e.g., inflatable plugs) to minimize disruption. Provide temporary power supply and piping to facilitate construction where necessary. C Submit a detailed schedule of proposed connections,including shut-downs and tie-ins. Include in the submittal the proposed time and date as well as the anticipated duration of the Work. Submit the detailed schedule coordinated with the construction schedule. 1. Provide specific time and date information to the Engineer 48 hours in advance of proposed Work. D Procedures and Operations: 1. The Contractor may operate existing pumps, valves and gates required for sequencing procedures only as directed by the Engineer. Do not operate any valve, gate or other item of equipment without permission of the Owner and the knowledge of the Engineer. 2. Insofar as possible,equipment shall be tested and in operating condition before final tie-ins are made to connect equipment to the existing facility. 3. Carefully coordinate Work and schedules. Provide written notice to the Engineer at least 48 hours before shut-downs or by-passes are required. 2.0 PRODUCTS - Not Used. 3.0 EXECUTION A Perform activities to avoid interference with facility operations and the Work of others in accordance with Section 00700—General Conditions of the Agreement. • B Execute cutting and patching,including excavation,backfill,and fitting to: 1. Remove and replace defective Work or Work not conforming to the Plans and Technical Specifications. 2. Take samples of installed Work as required for testing. 3. Remove construction required to provide for specified alteration or addition. to existing Work. 4. Uncover Work to provide for inspection or reinspection of covered Work by the Engineer or regulatory agencies having jurisdiction. 5. Connect any Work that was not accomplished in the proper sequence to ', completed Work. 07/2006 01735362 of 3 CITY OF PEARLAND Project No. TR1205 CUTTING AND PATCHING 6. Remove or relocate existing utilities and pipes which obstruct Work to which connections must be made. 7. Make connections or alterations to existing or new facilities. 8. Provide openings,channels,chases and flues,if any,and do cutting,patching and finishing. C Restore existing Work to a state equal to or better than that prior to cutting and patching. Restore new Work to standards of these Technical Specifications. D Support, anchor, attach, match, trim and seal materials to the Work of others. Unless otherwise specified, furnish and install sleeves, inserts, hangers, required for the execution of the Work. E Provide shoring, bracing and support as required to maintain structural integrity and protect adjacent Work from damage during cutting and patching. Before cutting beams or other structural members, anchors, lintels or other supports, request written instructions from the Engineer. Follow such instructions,as applicable. END OF SECTION J 07/2006 0173537 of CITY OF PEARLAND Project No. TR1205 STARTING SYSTEMS Section 01750 STARTING SYSTEMS 1.0 GENERAL 1.01 SECTION INCLUDES A Starting systems. B Demonstration and instructions. ' C Testing,adjusting,and balancing. D References to Technical specifications: 1. Section 01350—Submittals 2. Section 01430—Contractor's Quality Control 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit a written report that equipment or system has been properly installed and is functioning correctly. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 PREPARATION A Contractor shall'conduct all start-up operations under this Contract in conformance with Section 01430—Contractor's Quality Control. B Coordinate schedule for start-up of various equipment and systems. C Notify Engineer 7 days prior to startup of each item. • D Verify that each piece of equipment or system has been checked for proper lubrication, drive rotation, belt tension, control sequence, or other conditions which may cause damage. E Verify that tests, meter readings, and specified electrical characteristics agree with 1 those required by the equipment or system manufacturer. 07/2006 01755381 of 2 CITY OF PEARLAND . Project No. TR1205 STARTING SYSTEMS F Verify wiring and support components for equipment are complete and tested. • G Execute start-up under Contractor's supervision in accordance with manufacturer's instructions. H When specified in individual specification sections, require manufacturer to provide authorized representative to be present at site to inspect,check and approve equipment or system installation prior to and during start-up,and to supervise placing equipment or system in operation. 3.02 DEMONSTRATION AND INSTRUCTIONS A Demonstrate operation and maintenance of products to Owner two weeks minimum prior to date of Substantial Completion. B Utilize operation and maintenance manuals as basis for instruction. Review contents of manual with Owner in detail to explain all aspects of operation and maintenance. C Demonstrate start-up, operation, control, adjustment, trouble-shooting, servicing, maintenance, and shutdown of each item of equipment at agreed-upon times, at equipment location. D Prepare and insert additional data in operations and maintenance manuals when need for additional data becomes apparent during instruction. 3.03 TESTING, ADJUSTING, AND BALANCING A Contractor shall start, test, adjust, balance, and provide reports on all installed equipment as provided for in this section. B Owner may also appoint, employ, and pay for services of an independent firm to perform testing, adjusting, and balancing. Reports will be submitted by the independent firm to the Owner indicating observations and results of the tests and indicating compliance or non-compliance with specified requirements and with the requirements of the Contract Documents. C Owner's employment of an independent firm shall not relieve the Contractor's responsibility under this section. END OF SECTION 07/2006 01750-2 of 2 539 CITY OF PEARLAND Project No. TR1205 PROJECT RECORD DOCUMENTS Section 01760 PROJECT RECORD DOCUMENTS 1.0 GENERAL 1.01 SECTION INCLUDES A Maintenance and Submittal of Record Documents and Samples. B References to Technical Specifications: 1. Section 01350— Submittals 2. Section 01770—Contract Closeout 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this and related Sections under the provisions of Section 01350—Submittals. • 1.04 MAINTENANCE OF DOCUMENTS AND SAMPLES A Maintain one copy of Record Documents at the Project Site in accordance with Section 00700—General Conditions of Agreement, 3.02 "Keeping Plans and Specifications Accessible". B Store Record Documents and Samples in field office if a field office is required by Contract Documents, or in a secure location. Provide files, racks, and secure storage for Record Documents and Samples. C Label each document"PROJECT RECORD"in neat, large,printed letters. D Maintain Record Documents in a clean,dry,and legible condition. Do not use Record Documents for construction purposes. E Keep Record Documents and Samples available for inspection by Engineer. 1.05 RECORDING A Record information concurrently with construction progress. Do not conceal any work until required information is recorded. B Plans, Change Orders, and Shop Drawings: Legibly mark each item to record all actual construction,or"as built" conditions,including: 1. Measured horizontal locations and elevations of underground utilities and appurtenances,referenced to permanent surface improvements. 07/2006 01760 - of 2 CITY OF PEARLAND Project No. TR1205 PROJECT RECORD DOCUMENTS 2. Elevations of underground utilities referenced to bench marks utilized for the Work. 3. Field changes of dimension and detail. 4. Changes made by modifications. 5. Details not on original Plans. 6. References to related Shop Drawings and Modifications. C Record information with a red pen or pencil on a set of drawings indicated as the Record Document Set,provided by Engineer. 2.0 PRODUCT.S - Not Used- 3.0 EXECUTION A Deliver Record Documents and Samples to Owner in accordance with Section 01770— Contract Closeout. END OF SECTION • 07/2006 01760-2 of 2 541 CITY OF PEARLAND Project No. TR1205 CONTRACT CLOSEOUT Section 01770 CONTRACT CLOSEOUT. 1.0 GENERAL 1.01 SECTION INCLUDES A Closeout procedures including final submittals such as operation and maintenance data,warranties,and spare parts and maintenance materials. B References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01760—Project Record Documents 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 1.04 CLOSEOUT PROCEDURES A Comply with Section 00700 — General Conditions of Agreement regarding Final Completion and Final Payment when Work is complete and ready for Engineer's final inspection. B Provide Record Documents under provisions of Section 01760 — Project Record Documents. C Complete or correct items on punch list,with no new items added. Any new items will be addressed during warranty period. D The Owner will occupyportions of the Work as specified in Section 00700—General Conditions of Agreement. E Contractor shall request Final Inspection at least two weeks prior to Final Acceptance. 1.05 FINAL CLEANING • A Execute final cleaning prior to final inspection. B Clean debris from drainage systems. C Clean Project Site; sweep paved areas,rake clean landscaped surfaces. 09/2009 01770 - of 2 CITY OF PEARLAND Project No. TR1205 CONTRACT CLOSEOUT D Remove waste and surplus materials, rubbish, and temporary construction facilities from the Project Site following the final test of utilities and completion of the Work. 1.06 OPERATION AND MAINTENANCE DATA • A Submit Operations and Maintenance data under provisions of Section 01350 — Submittals. 1.07 WARRANTIES A Provide one original of each warranty from Subcontractors, Suppliers, and Manufacturers. B Provide Table of Contents and assemble warranties in 3-ring/D binder with durable plastic cover. C Submit warranties prior.to Final Application for Payment. 1. Warranties shall commence in accordance with the requirements of Section 00700—General Conditions of Agreement, 1.09 "Substantially Completed". 2.0 PRODUCTS - Not Used 3.0 EXECUTION Contractor shall diligently pursue completion of the items and activities contained in the Contract Close Out and Project Record Document sections of the project manual. Notwithstanding any performance of warranty work, the work of Contract Closeout shall be complete within thirty (30)days of the date of Final Completion and Acceptance of the work. END OF SECTION 09/2009 01770-2 of 2 543 r 100 • Item 100 Preparing Right of Way Fi$_Ofl 1. DESCRIPTION Prepare the right of way and designated easements for construction operations by removing and disposing of. all obstructions when removal of such obstructions is not specifically shown on the plans to be paid by other Items. 2. CONSTRUCTION Protect designated features on the right of way and prune trees and shrubs as directed.Do not park equipment,service equipment,store materials,or disturb the root area under the branches of trees designated for preservation.Treat cuts on trees with an approved tree wound dressing within 20 min.of making a pruning cut or otherwise causing damage to the tree when shown on the plans.Follow all local and state regulations when burning.Pile and burn brush at approved locations as directed.Coordinate work with state and federal authorities when working in state or national forests or parks.Test,remove,and dispose of hazardous materials in accordance with Article 6.10.,"Hazardous Materials." Clear areas shown on the plans of all obstructions,except those landscape features that are to be preserved. Such obstructions include remains of houses and other structures,foundations,floor slabs,concrete,brick, lumber,plaster,septic tank drain fields,basements,abandoned utility pipes or conduits,equipment,fences, retaining walls,and other items as specified on the plans.Remove vegetation and other landscape features not designated for preservation,curb and gutter,driveways,paved parking areas,miscellaneous stone, sidewalks,drainage structures,manholes,inlets,abandoned railroad tracks,scrap iron,and debris,whether above or below ground.Removal of live utility facilities is not included in this Item.Remove culverts,storm sewers,manholes,and inlets in proper sequence to maintain traffic and drainage. Notify the Engineer in writing when items not shown on the plans and not reasonably detectable(buried with no obvious indication of presence)are encountered and required to be removed.These items will be handled in accordance with Article 4.5.,"Differing Site Conditions." Remove obstructions not designated for preservation to 2 ft.below natural ground in areas receiving embankment.Remove obstructions to 2 ft.below the excavation level in areas to be excavated.Remove obstructions to 1 ft.below natural ground in all other areas.Cut trees and stumps off to ground level when allowed by the plans or directed.Plug the remaining ends of abandoned underground structures over 3 in. in diameter with concrete to form a tight closure.Backfill,compact,and restore areas where obstructions have been removed unless otherwise directed.Use approved material for backfilling.Dispose of wells in accordance with Item 103,"Disposal of Wells." Accept ownership,unless otherwise directed,and dispose of removed materials and debris at locations off the right of way in accordance with local,state,and federal requirements. 3. MEASUREMENT • This Item will be measured by the acre;by the 100-ft.station,regardless of the width of the right of way;or by each tree removed. 4. PAYMENT For"acre"and"station"measurement,the work performed in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Preparing Right of Way."For"each" 544 104 • Item 104 Removing Concrete Arr nt of'6ansportatlon 1. DESCRIPTION Break,remove,and salvage or dispose of existing hydraulic cement concrete. 2. CONSTRUCTION Remove existing hydraulic cement concrete from locations shown on the plans.Avoid damaging concrete that will remain in place.Saw-cut and remove the existing concrete'to neat lines.Replace any concrete damaged by the Contractor at no expense to the Department.Accept ownership and properly dispose of broken concrete in accordance with federal,state,and local regulations unless otherwise shown on the plans. 3. MEASUREMENT Removing concrete pavement,floors,porches,patios,riprap,medians,foundations,sidewalks,driveways, and other appurtenances will be measured by the square yard(regardless of thickness)or by the cubic yard of calculated volume,in its original position. Removing curb,curb and gutter,and concrete traffic barrier will be measured by the foot in its original position.The removal of monolithic concrete curb or dowelled concrete curb will be included in the concrete pavement measurement. Removing retaining walls will be measured by the square yard along the front face from the top of the wall to the top of the footing. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 4. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Removing Concrete"of the type specified.This price is full compensation for breaking the concrete;loading, hauling,and salvaging or disposing of the material; and equipment,labor,tools,and incidentals. Removing retaining wall footings will not be paid for directly but will be considered subsidiary to this Item. 545 105 Item 105 Removing Treated and Untreated Base and Asphalt Pavement ion 1. DESCRIPTION Break,remove,and store or dispose of existing asphalt pavement,including surface treatments,and treated or untreated base materials. 2. CONSTRUCTION Break material retained by the Department into pieces not larger than 24 in.unless otherwise shown on the plans.Remove existing asphalt pavement before disturbing stabilized base.Avoid contamination of the asphalt materials and damage to adjacent areas.Repair material damaged by operations outside the designated locations. Stockpile materials designated salvageable at designated sites when shown on the plans or as directed. Prepare stockpile site by removing vegetation and trash and by providing for proper drainage.Material not designated to be salvaged will become the property of the Contractor.When this material is disposed of,do so in accordance with federal,state,and local regulations. 3. MEASUREMENT This Item will be measured by the 100-ft.station along the baseline of each roadbed,by the square yard of existing treated or untreated base and asphalt pavement in its original position,or by the cubic yard of • existing treated or untreated base and asphalt pavement in its original position,as calculated by the average end area method.Square yard and cubic yard measurement will be established by the widths and depths shown on the plans and the lengths measured in the field. 4. PAYMENT The work performed in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Removing Treated and Untreated Base and Asphalt Pavement"of the depth specified.This price is full compensation for breaking the material,loading,hauling,unloading,stockpiling or disposing;repair to areas outside designated locations for removal;and equipment,labor,tools,and incidentals. 546 110 Item 110 Excavation 'Doi;r t ansportation 1. DESCRIPTION , Excavate areas as shown on the plans or as directed. Remove materials encountered to the lines,grades, and typical sections shown on the plans and cross-sections. 2. CONSTRUCTION Accept ownership of unsuitable or excess material and dispose of material in accordance with local,state, and federal regulations at locations outside the right of way. Maintain drainage in the excavated area to avoid damage to the roadway section.Correct any damage to the subgrade caused by weather at no additional cost to the Department. Shape slopes to avoid loosening material below or outside the proposed grades.Remove and dispose of slides as directed. 2.1. Rock Cuts.Excavate to finish subgrade.Manipulate and compact subgrade in accordance with Section 132.3.4.,"Compaction Methods,"unless excavation is to clean homogenous rock at finish subgrade elevation.Use approved embankment material compacted in accordance with Section 132.3.4.,"Compaction Methods,"to replace undercut material at no additional cost if excavation extends below finish subgrade. 2.2. Earth Cuts.Excavate to finish subgrade.Scarify subgrade to a uniform depth at least 6 in.below finish subgrade elevation in areas where base or pavement structure will be placed on subgrade.Manipulate and compact subgrade in accordance with Section 132.3.4.,"Compaction Methods." • Take corrective measures as directed if unsuitable material is encountered below subgrade elevations. . 2.3. Subgrade Tolerances.Excavate to within 1/2 in.in cross-section and 1/2 in.in 16 ft.measured - longitudinally for turnkey construction.Excavate to within 0.1 ft.in cross-section and 0.1 ft.in 16 ft.measured longitudinally for staged construction. 3.. MEASUREMENT This Item will be measured by the cubic yard in its original position as computed by the method of average end areas. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. Limits of measurement for excavation in retaining wall areas will be as shown on the plans. Shrinkage or swelling factors will not be considered in determining the calculated quantities. 4. , PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Excavation(Roadway),""Excavation(Channel)," 547 110 •"Excavation(Special),"or"Excavation(Roadway and Channel)."This price is full compensation for authorized excavation;drying;undercutting subgrade and reworking or replacing the undercut material in rock cuts;hauling;disposal of material not used elsewhere on the project;scarification and compaction;and equipment,labor,materials,tools,and incidentals. Drying required deeper than 6 in.below subgrade elevation will be paid for in accordance with Article 9.7., "Payment for Extra Work and Force Account Method."Excavation and replacement of unsuitable material below subgrade elevations will be performed and paid for in accordance with the applicable bid items. However,if Item 132,"Embankment,"is not included in the Contract,payment for replacement of unsuitable material will be paid for in accordance with Article 9.7.,"Payment for Extra Work and Force Account Method." When a slide not due to the Contractor's negligence or operation occurs,payments for removal and disposal of the slide material will be in accordance with Article 9.7.,"Payment for Extra Work and Force Account Method."Excavation in backfill areas of retaining walls will not be measured or paid for directly but will be subsidiary,to pertinent Items. 1 548 132 Item 132 Texas Embankment a, ion • 1. DESCRIPTION Furnish,place,and compact'materials for construction of roadways,embankments,levees,dikes,or any designated section of the roadway where additional material is required. 2. MATERIALS Furnish approved material capable of forming a stable embankment from required excavation in the areas shown on the plans or from sources outside the right of way.Provide one or more of the following types as shown on the plans: • Type A.Granular material that is free from vegetation or other objectionable material and meets the requirements of Table 1. Table 1 Testing Requirements Property Test Method Specification Limit Liquid limit Tex-104-E <_45 Plasticity index(PI) Tex-106-E <_15 Bar linear shrinkage Tex-107-E z 2 Perform the Linear Shrinkage test only as indicated in Tex-104-E. ■ Type B.Materials'such as rock,loam,clay,or other approved materials. • Type C.Material meeting the specification requirements shown on the plans.Type C may be further designated as Type C1,C2,etc. • Type D.Material from required excavation areas shown on the plans. .Meet the requirements of the pertinent retaining wall Items for retaining wall backfill material. 3. CONSTRUCTION Meet the requirements of Item 7,"Legal Relations and Responsibilities,"when off right of way sources are used.Notify the Engineer before opening a material source to allow for required testing.Complete preparation of the right of way in accordance with Item 100,"Preparing Right of Way,"for areas to receive embankment. Backfill tree-stump holes or other minor excavations with approved material and tamp.Restore the ground surface,including any material disked loose or washed out,to its original slope.Compact the ground surface by sprinkling in accordance with Item 204,"Sprinkling,"and by rolling using equipment complying with Item 210,"Rolling,"when directed.• Scarify and loosen the unpaved surface areas,except rock,to a depth of at least 6 in.unless otherwise shown on the plans.Bench slopes before placing material.Begin placement of material at the toe of slopes. Do not place trees,stumps,roots,vegetation,or other objectionable material in the embankment. Simultaneously recompact scarified material with the placed embankment material.Do not exceed the layer depth specified in Section 132.3.4.,"Compaction Methods.", Construct embankments to the grade and sections shown on the plans.Construct the embankment in layers approximately parallel to the finished grade for the full width of the individual roadway cross-sections unless 549 132 otherwise shown on the plans.Ensure that each section of the embankment conforms to the detailed sections or slopes.Maintain the finished section,density,and grade until the project is accepted. 3.1. Earth Embankments.Earth embankment is mainly composed of material other than rock.Construct r embankments in successive layers,evenly distributing materials in lengths suited for sprinkling and rolling. Treat material with calcium-based additives in accordance with Section 260.2.3.,"Flexible Base,"when required.Obtain approval to incorporate rock and broken concrete produced by the construction project in the lower layers of the embankment.Place the rock and concrete outside the limits of the completed roadbed when the size of approved rock or broken concrete exceeds the layer thickness requirements in Section 132.3.4.,"Compaction Methods."Cut and remove all exposed reinforcing steel from the broken concrete. Move the material dumped in piles or windrows by blading or by similar methods and incorporate it into uniform layers.Featheredge or mix abutting layers of dissimilar material for at least 100 ft.to ensure there are no abrupt changes in the material.Break down clods or lumps of material and mix embankment until a uniform material is attained. Apply water free of industrial wastes and other objectionable matter to achieve the uniform moisture content specified for compaction. Roll and sprinkle each embankment layer in accordance with Section 132.3.4.1.,"Ordinary Compaction," when ordinary compaction is specified.Compact the layer to the required density in accordance with Section 132.3.4.2.,"Density Control,"when density control is specified. 3.2. Rock Embankments.Rock embankment is mainly composed of rock.Construct rock embankments in successive layers for the full width of the roadway cross-section with a depth of 18 in.or less.Increase the layer depth for large rock sizes as approved.Do not exceed a depth of 2-1/2 ft.in any case.Fill voids created by the large stone matrix with smaller stones during the placement and filling operations. Ensure the depth of the embankment layer is greater than the maximum dimension of any rock.Do not place rock greater than 2 ft.in its maximum dimension,unless otherwise approved.Construct the final layer with graded material so that the density and uniformity is in accordance with Section 132.3.4.,"Compaction Methods."Break up exposed oversized material as approved. Roll and sprinkle each embankment layer in accordance with Section 132.3.4.1.,"Ordinary Compaction," when ordinary compaction is specified.Compact each layer to the required density in accordance with Section 132.3.4.2.,"Density Control,"when density control is specified. Proof-roll each rock layer as directed, where density testing is not possible,in accordance with Item 216,"Proof Rolling,"to ensure proper compaction. 3.3. Embankments Adjacent to Culverts and Bridges.Compact embankments adjacent to culverts and bridges in accordance with Item 400,"Excavation and Backfill for Structures." 3.4. Compaction Methods.Begin rolling longitudinally at the sides and proceed toward the center,overlapping on successive trips by at least 1/2 the width of the roller.Begin rolling at the lower side and progress toward the high side on super elevated curves.Alternate roller trips to attain slightly different lengths.Compact embankments in accordance with Section 132.4.1.,"Ordinary Compaction,"or Section 132.3.4.2.,"Density Control,"as shown on the plans. 3.4.1. Ordinary Compaction.Use approved rolling equipment complying with Item 210,"Rolling,"to compact each layer.Use specific equipment when required by the plans or the Engineer.Do not allow the loose depth of any layer to exceed 8 in.,unless otherwise approved.Bring each layer to the moisture content directed before and during rolling operations.Compact each layer until there is no evidence of further consolidation. • Maintain a level layer to ensure uniform compaction.Recompact and refinish the subgrade at no additional expense to the Department if the required stability or finish is lost for any reason. 550 132 3.4.2. Density Control.Compact each layer to the required density using equipment complying with Item 210, "Rolling."Determine the maximum lift thickness based on the ability of the compacting operation and equipment to meet the required density.Do not exceed layer thickness of 16 in.loose or 12 in.compacted material unless otherwise approved.Maintain a level layer to ensure uniform compaction. The Engineer will use Tex-114-E to determine the maximum dry density(Da)and optimum moisture content (Wopt).Meet the requirements for field density and moisture content in Table 2 unless otherwise shown on the plans. • Table 2 Field Density Control Requirements Description Density Moisture Content Tex-115-E PI515 98%Da 15<PI 5 35 z 98%Da and 5102%Da z Wopt. PI>35 Z 95%Da and<_100%Da Wopt. Each layer is subject to testing by the Engineer for density and moisture content.During compaction,the moisture content of the soil should not exceed the value shown on the moisture-density curve,above optimum,required to achieve: • 98%dry density for soils with a PI greater than 15 but less than or equal to 35 or • 95%dry density for soils with PI greater than 35. • Remove small areas of the layer to allow for density tests as required.Replace the removed material and recompact at no additional expense to the Department.Proof-roll in accordance with Item 216,"Proof Rolling,"when shown on the plans or as directed.Correct soft spots as directed. 3.5. Maintenance of Moisture and Reworking.Maintain the density and moisture content once all requirements in Table 2 are met.Maintain the moisture content no lower than 4%below optimum for soils with a PI greater than 15.Rework the material to obtain the specified compaction when the material loses the required stability,density,moisture,or finish.Alter the compaction methods and procedures on subsequent work to obtain specified density as directed. 3.6. Acceptance Criteria. 3.6.1. Grade Tolerances. • 3.6.1.1. Staged Construction.Grade to within 0.1 ft.in the cross-section and•0.1 ft.in 16 ft.measured longitudinally. 3.6.1.2. Turnkey Construction.Grade to within 1/2 in.in the cross-section and 1/2 in.in 16 ft.measured longitudinally. 3.6.2. Gradation Tolerances.Ensure no more than 1 of the 5 most recent gradation tests is outside the specified limits on any individual sieve by more than 5%when gradation requirements are shown on the plans. 3.6.3. Density Tolerances.Ensure no more than 1 of the 5 most recent density tests for compaction work is outside the specified density limits,and no test is outside the limits by more than 3 pcf. 3.6.4. Plasticity Tolerances.Ensure no more than 1 of the 5 most recent PI tests for material is outside the specified limit by more than 2 points. 4. MEASUREMENT Embankment will be measured by the cubic yard.Measurement will be further defined for payment as follows: 551 132 4.1. Final.The cubic yard will be measured in its final position using the average end area method.The volume is computed between the original ground surface or the surface upon which the embankment is to be constructed and the lines,grades,and slopes of the embankment. In areas of salvaged topsoil,payment for , embankment will be made in accordance with Item 160,`Topsoil."Shrinkage or swell factors will not be considered in determining the calculated quantities. 4.2. Original.The cubic yard will be measured in its original and natural position using the average end area method. 4.3. Vehicle.The cubic yard will be measured in vehicles at the point of delivery. When measured by the cubic yard in its final position,this is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. Shrinkage or swell factors are the Contractor's responsibility.When shown on the plans,factors are for informational purposes only. Measurement of retaining wall backfill in embankment areas is paid for as embankment unless otherwise shown on the plans.Limits of measurement for embankment in retaining wall areas are shown on the plans. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Embankment(Final),""Embankment(Original),"or "Embankment(Vehicle)"of the compaction method and type specified.This price is full compensation for furnishing embankment;hauling;placing,compacting,finishing,and reworking;disposal of waste material; and equipment,labor,tools,and incidentals. When proof rolling is directed,it will be paid for in accordance with Item 216,"Proof Rolling." All sprinkling and rolling,except proof rolling,will not be paid for directly but will be considered subsidiary to this Item,unless otherwise shown on the plans. Where subgrade is constructed under this Contract,correction of soft spots in the subgrade will be at the Contractor's expense.Where subgrade is not constructed under this Contract,correction of soft spots in the subgrade will be paid in accordance with Article 9.7.,"Payment for Extra Work and Force Account Method." • 552 160 Item 160 Topsoil Texas oe�fr DI flanspOrteNon 1. DESCRIPTION Furnish and place topsoil to the depths and on the areas shown on the plans. 2. MATERIALS • Use easily cultivated,fertile topsoil that is free from objectionable material and resists erosion.Obtain topsoil from the right of way at sites of proposed excavation or embankment when specified on the plans,or as directed.Secure additional topsoil,if necessary,from approved sources outside the right of way in accordance with the requirements of Article 7.7.,"Preservation of Cultural and Natural Resources and the Environment."Ensure that the topsoil obtained from sites outside the right of way has a pH of 5.5 to 8.5,per Tex-128-E.Topsoil is subject to testing by the Engineer.Furnish water in accordance with Article 168.2., "Materials." 3. CONSTRUCTION Remove and dispose of objectionable material from the topsoil source before beginning the work.Stockpile topsoil,when necessary,in a windrow at designated locations along the right of way line or as directed.Keep source and stockpile areas drained during the period of topsoil removal and leave them in a neat condition when removal is complete.Cultivate the area to a depth of 4 in.before placing topsoil.Spread the topsoil to a uniform loose cover at the thickness specified. Place and shape the topsoil as directed.Water and roll the topsoil with a light roller or other suitable equipment. 4. MEASUREMENT This Item will be measured by the 100-ft.station along the baseline of each roadbed,by the square yard complete in place,or by the cubic yard in vehicles at the point of delivery. 5. PAYMENT The work performed and the materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Furnishing and.Placing Topsoil"of the depth specified on the plans(except for measurement by the cubic yard).This price is full compensation for securing necessary.sources and royalties;furnishing topsoil;excavation,loading,hauling,stockpiling and placing;watering;rolling;and equipment,labor,materials,tools,and incidentals.Limits of excavation and embankment for payment are shown in Figure 1. 553 160 Excavation to be paid for under the pertinent excayation Item , Topsoil to be [salvaged 7 v CUT Subgrade Replaced Topsoil Embankment to be paid for under the pertinent embankment Item • ubgradetf [7:1r:itslaoCird FILL • ' "• - • . • ., • .•.• • • . Topsoil to be salvad (excavation. and resr Ring embankment no .to e paid tor directly) Figure 1 Roadway Cross-Sections Showing Payment for Excavation and Embankment • 554 161 Item 161Ap -® Compost ArDZarttnent 1. DESCRIPTION Furnish and place compost as shown on the plans. 2. MATERIALS Furnish compost that has been produced by aerobic(biological)decomposition of organic matter and meets the requirements of Table 1.Compost feedstock may include,but is not limited to,leaves and yard trimmings,biosolids,food scraps,food-processing residuals,manure or other agricultural residuals,forest residues,bark,and paper.Ensure compost and wood chips do not contain any visible refuse,other physical contaminants,or any substance considered harmful to plant growth.Do not use materials that have been treated with chemical preservatives as a compost feedstock or as wood chips.Do not use mixed municipal solid waste compost. Provide compost meeting all applicable 40 CFR 503 standards for Class A biosolids and TCEQ health and safety regulations as defined in the TAC,Chapter 332,including the time and temperature standards in Subchapter B,Part 23. Meet the requirements of the United States Composting Council(USCG)Seal of Testing Assurance(STA)program. Before delivery of the compost,provide quality control(QC)documentation that includes the following: • the feedstock by percentage in the final compost product, • a statement that the compost meets federal and state health and safety regulations, • a statement that the composting process has met time and temperature requirements, • a copy of the producer's STA certification,and • a copy of the lab analysis,performed by an STA-certified lab,verifying that the compost meets the requirements of Table 1. Provide a copy of the current TCEQ compliance statement signed by the facility manager when furnishing biosolids compost. Table 1 Physical Requirements for Compost Property Test Method Requirement Particle Size TMECCI 02.02-B,"Sample Sieving for Aggregate Size Classification" 95°0%passing 5/8" 70/o passing 3/8 TMECC 04.06,"Heavy Metals and Hazardous Elements": 04.06-As,Arsenic 04.06-Cd,Cadmium 04.06-Cu,Copper Heavy Metals Content 04.06 Pb,Lead Pass 04.06-Hg,Mercury 04.06-Mo,Molybdenum 04.06-Ni,Nickel 04.06-Se,Selenium 04.06-Zn,Zinc Salinity TMECC 04.10-A,"1:5 Slurry Method,Mass Basis" 5.0 dS/m Max2 pH TMECC 04.11-A,"1:5 Slurry pH" 5.5-8.5 Maturity . TMECC 05.05-A,'%Emergence and Relative Seedling Vigor" >80% Organic Matter Content TMECC 05.07-A,"Loss-On-Ignition Organic Matter Method" 25-65%(dry mass) Stability TMECC 05.08-B,"Carbon Dioxide Evolution Rate" <8 Fecal Coliform TMECC 07.01-B,"Fecal Coliforms" 1,000 MPN/g Max 1. Test Methods for the Examination of Composting and Compost,published by the United States Department of Agriculture and the USCC. 2. A soluble salt content up to 10.0 dS/m for compost used in compost-manufactured topsoil will be acceptable. 555 161 • Maintain compost in designated stockpiles at the producer's site.The Department reserves the right to sample compost at the jobsite.Material may be tested to verify compliance with this Specification by an STA-certified lab.Make payment to the STA-certified lab approved by the Department.Submit lab invoices for passing tests to the Department for reimbursement.Maintain a complete record of all test reports for the previous and current calendar year. 2.1. Compost Manufactured Topsoil(CMT).Use CMT consisting of 75%topsoil blended with 25%compost measured by volume.Use topsoil conforming to Article 160.2.,"Materials." 2.2. Erosion Control Compost(ECC).Use ECC consisting of 50%untreated wood chips blended with 50% compost measured by volume.Use wood chips less than or equal to 5 in.in length with 95%passing a 2-in. screen and less than 30%passing a 1-in.screen. 2.3. General Use Compost(GUC).Use GUC consisting of 100%compost. 3. CONSTRUCTION Prepare the types of compost for use on the project and stockpile at the jobsite. 3.1.• Compost Manufactured Topsoil(CMT).After excavation and embankment work is complete,remove and dispose of objectionable material from the topsoil before blending.Use equipment capable of blending CMT uniformly to the full depth as specified.Roll the CMT with a light corrugated drum. 3.2. Erosion Control Compost(ECC).Use only on slopes 3:1 or flatter.Apply a 2-in.uniform layer after excavation and embankment work is complete unless otherwise shown on the plans or directed.Use a light roller or other suitable equipment when rolling is specified. 3.3. General Use Compost(GUC).Apply in a uniform layer as a top dressing on established vegetation to the depth shown on the plans.Do not bury existing vegetation.Apply GUC as a backfill ingredient,in a planting soil mixture,for planting bed preparation,or as mulch,when shown on the plans. 4. MEASUREMENT This Item will be measured by the 100-ft.station along the baseline of each roadbed,by the square yard complete in place,or by the cubic yard in vehicles at the point of delivery. For ECC cubic yard measurement,the quantity will be the composite material,compost and topsoil or wood chips. - 5. PAYMENT The work performed and materials furnished in accordance with this-Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Compost.Manufactured Topsoil,""Erosion Control Compost,"and"General Use Compost"as follows: For measurement by the station and square yard,payment will be for the depth specified; For measurement by the cubic yard,payment will be made for material measured in vehicles. This price is full compensation for loading,hauling,stockpiling,blending,placing,rolling,sprinkling, equipment,labor,materials(including topsoil for CMT and wood chips for ECC),tools,and incidentals.Costs associated with passing quality assurance(QA)testing will be paid for in accordance with the requirements of Article 9.7.,"Payment for Extra Work and Force Account Method,"at invoice price with no add-ons. 556 162 • Item 162 Sodding for Erosion Control Texas ,art ofTlansporteNon 1. DESCRIPTION Provide and install grass sod as shown on the plans or as directed. 2. MATERIALS Use live,growing grass sod of the type specified on the plans.Use grass sod with a healthy root system and dense matted roots throughout the soil of the sod for a minimum thickness of 1 in.Do not use sod from areas where the grass is thinned out.Keep sod material moist from the time it is dug until it is planted.Grass sod with dried roots is unacceptable. 2.1. Block'Sod.Use block,rolled,or solid sod free from noxious weeds,Johnson grass,other grasses,or any matter deleterious to the growth and subsistence of the sod. 2.2. Mulch Sod.Use mulch sod from an approved source,free from noxious weeds,Johnson grass,other grasses,or any matter deleterious to the growth and subsistence of the sod. 2.3. Fertilizer.Furnish fertilizer in accordance with Article 166.2.,"Materials." 2.4: Water.Furnish water in accordance with Article 168.2.,"Materials." 2.5. Mulch.Use straw mulch consisting of oat,wheat,or rice straw or hay mulch of either Bermudagrass or prairie grasses.Use straw or hay mulch free of Johnson grass and other noxious and foreign materials.Keep the mulch dry and do not use molded or rotted material. 2.6. Tacking Methods.Use a tacking agent applied in accordance with the manufacturer's recommendations or a crimping method on all straw or hay mulch operations.Use tacking agents as approved or as specified on the plans. 3. CONSTRUCTION Cultivate the area to a depth of 4 in.before placing the sod.Plant the sod specified and mulch,if required, after the area has been completed to lines and grades as shown on the plans.Apply fertilizer uniformly over the entire area in accordance with Article 166.3.,"Construction,"and water in accordance with Article 168.3., "Construction."Plant between the average date of the last freeze in the Spring and 6 weeks before the average date for the first freeze in the Fall according to the Texas Almanac for the project area. 3.1. Sodding Types. 3.1.1. Spot Sodding.Use only Bermudagrass sod.Create furrows parallel to the roadway,approximately 5 in. deep and on 18-in.centers.Sod a continuous row not less than 3 in.wide in the 2 furrows adjacent to the roadway.Place 3-in.squares of sod on 15-in,centers in the remaining furrows.Place sod so that the root system will be completely covered by the soil.Firm all sides of the sod with the soil without covering the sod with soil. 3.1.2. Block Sodding.Place sod over the prepared area.Roll or tamp the sodded area to form a thoroughly compacted,solid mat filling all voids in the sodded area with additional sod.Trim and remove all visible netting and backing materials.Keep sod along edges of curbs,driveways,walkways,etc.,trimmed until acceptance. 557 162 3.1.3. Mulch Sodding.Mow sod source to no shorter than 4 in.,rake and remove cuttings.Disk the sod in 2 directions,cutting the sod to a minimum of 4 in.Excavate the sod material to a depth of no more than 6 in. Keep excavated material moist or it will be rejected.Distribute the mulch sod uniformly over the area to a depth of 6 in.loose,unless otherwise shown on the plans,and roll with a light roller or other suitable equipment. Add or reshape the mulch sod to meet the requirements of Section 162.3.2.,"Finishing." • 3.2. Finishing.Smooth and shape the area after planting to conform to the desired cross-sections.Spread any excess soil uniformly over adjacent areas or dispose of the excess soil as directed. 3.3. Straw or Hay Mulch.Apply straw or hay mulch for"Spot Sodding"and"Mulch Sodding"uniformly over the area as shown on the plans.Apply straw mulch at 2 to 2-1/2 tons per acre.Apply hay mulch at 1-1/2 to 2 tons per acre.Use a tacking method over the mulched area. 4. MEASUREMENT "Spot Sodding,""Block Sodding,"and"Straw or Hay Mulch"will be measured by the square yard in its final position."Mulch Sodding"will be measured by the square yard in its final position or by the cubic yard in vehicles as delivered to the planting site. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Spot Sodding,""Block Sodding,""Straw or Hay Mulch,"or"Mulch Sodding."This price is full compensation for securing a source,excavation,loading, hauling,placing,rolling,finishing,furnishing materials,equipment,labor,tools,supplies,and incidentals. • . Fertilizer will not be paid for directly but will be subsidiary to this Item. Unless otherwise specified on the plans,water,except for that used for maintaining and preparing the sod before planting,will be measured and paid for in accordance with Item 168,"Vegetative Watering." 558 / 164 Item 164 Seeding for Erosion Control £! lon • 1. DESCRIPTION Provide and install temporary or permanent seeding for erosion control as shown on the plans or as directed. 2. MATERIALS 2.1. Seed.Provide seed from the previous season's crop meeting the requirements of the Texas Seed Law, , including the testing and labeling for pure live seed(PLS=Purity x Germination).Furnish seed of the designated species,in labeled unopened bags or containers to the Engineer before planting.Use within 12 mo.from the date of the analysis.When Buffalograss is specified,use seed that is treated with KNO3 (potassium nitrate)to overcome dormancy. Use Tables 1-4 to determine the appropriate seed mix and rates as specified on the plans.If a plant species is not available by the producers,the other plant species in the recommended seed mixture will be increased proportionally by the PLS/acre of the missing plant species. Table 1 Permanent Rural Seed Mix District and Planting Dates Clay Soils Sandy Soils Species and Rates(lb.PLS/acre) Species and Rates(lb.PLS/acre) 1 (Paris) ' Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Sideoats Grama(Haskell) 3.2 Bermudagrass 1.5 Bermudagrass 1.8 Bahiagrass(Pensacola) 6.0 Little Bluestem(Native) 1.7 Sand Lovegrass 0.6 Illinois Bundleflower 1.0 Weeping Lovegrass(Ermelo) 0.8 Partridge Pea 1.0 2(Ft.Worth) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) 1.0 Feb.1-May 15 Sideoats.Grama(Haskell) 1.0 Hooded Windmillgrass(Mariah) 0.2 • ' Texas Grama(Atascosa) 1.0 Shortspike Windmillgrass(Welder) 0.2 Hairy Grama(Chaparral) 0.4 Hairy Grama(Chaparral) 0.4 Shortspike Windmillgrass(Welder) 0.2 Slender Grama(Dilley) 1.0 Little Bluestein(OK Select) 0.8 Sand Lovegrass(Mason) 0.2 Purple Prairie Clover(Cuero) 0.6 Sand Dropseed(Borden County) 0.2 Engelmann Daisy(Eldorado) 0.75 Partridge Pea(Comanche) 0.6 Illinois Bundleflower 1-.3 Little Bluestem(OK Select) 0.8 Awnless Bushsunflower(Plateau) 0.2 Englemann Daisy(Eldorado) 0.75 Purple Prairie Clover 0.3 3(Wichita Falls) Green Sprangletop(Van Horn) 0.6 Green Sprangletop(Van Hom) 1.0 Feb.1-May 15 Sideoats Grama(Haskell) 1.0 Hooded Windmillgrass(Mariah) 0.2 Texas Grama(Atascosa) 1.0 Shortspike Windmillgrass(Welder) 0.2 Hairy Grama(Chaparral) 0.4 Hairy Grama(Chaparral) 0.4 Shortspike Windmillgrass(Welder) 0.2 Sand Lovegrass(Mason) 0.2 Little Bluestem(OK Select) 0.8 Sand Dropseed(Borden County) 0.2 Blue Grama(Hachita) 0.4 Partridge Pea(Comanche) 0.6 Western Wheatgrass(Barton) 1.2 Little Bluestem(OK Select) 0.8 Galleta Grass(Viva) 0.6 Englemann Daisy(Eldorado) 0.75 Engelmann Daisy(Eldorado) 0.75 Purple Prairie Clover(Cuero) 0.3 Awnless Bushsunflower(Plateau) 0.2 4(Amarillo) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.15-May 15 Sideoats Grama(Haskell) 3.6 Weeping Lovegrass(Ermelo) 0.8 Blue Grama(Hachita) 1.2 Blue Grama(Hachita) 1.0 Buffalograss(Texoka) 1.6 Sand Dropseed(Borden Co.) 0.3 Illinois Bundleflower 1.0 Sand Bluestem 1.8 Purple Prairie Clover 0.5 , 559 • Table 1(continued) 164 Permanent Rural Seed Mix District and Planting Dates Clay Soils Sandy Soils Species and Rates(lb.PLS/acre) Species and Rates(lb.PLS/acre) 5(Lubbock) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.15-May 15 Sideoats Grama(El Reno) 3.6 Weeping Lovegrass(Ermelo) 0.8 Blue Grama(Hachita) 1.2 Blue Grama(Hachita) 1.0 Buffalograss(Texoka) 1.6 Sand Dropseed(Borden Co.) 0.3 Illinois Bundleflower 1.0 Sand Bluestem 1.8 Purple Prairie Clover 0.5 6(Odessa) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) 1.0 Feb.1-May 15 Sideoats Grama(South Texas) 1.0 Hooded Windmillgrass(Mariah) 0.2 Blue Grama(Hachita) 0.4 Blue Grama(Hachita) 0.4 Galleta Grass(Viva) 0.6 Hairy Grama(Chaparral) 0.4 Shortspike Windmillgrass(Welder) 0.2 Sand Lovegrass(Mason) 0.2 Pink Pappusgrass(Maverick) 0.6 Sand Dropseed(Borden County) 0.2 Alkali Sacaton(Saltalk) 0.2 Indian Ricegrass(Rim Rock) 1.6 Plains Bristlegrass(Catarina Blend) 0.2 Sand Bluestem(Cottle County) 1.2 False Rhodes Grass(Kinney) 0.1 Little Bluestem(Pastura) 0.8 Whiplash Pappusgrass(Webb) 0.6 Purple Prairie Clover(Cuero) 0.3 Arizona Cottontop(La Salle) 0.2 7(San Angelo) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) , 1.0 Feb.1-May 1 Sideoats Grama(Haskell) 1.0 Hooded Windmillgrass(Mariah) 0.2 Texas Grama(Atascosa) 1.0 Shortspike Windmillgrass(Welder) 0.2 Hairy Grama(Chaparral) 0.4 Hairy Grama(Chaparral) 0.4 Shortspike Windmillgrass(Welder) 0.2 Sand Lovegrass(Mason) 0.2 Little Bluestem(OK Select) 0.4 Sand Dropseed(Borden County) 0.2 Blue Grama(Hachita) 0.4 Sand Bluestem(Cottle County) 1.2 Western Wheatgrass(Barton) 1.2 Partridge Pea(Comanche) 0.6 Galleta Grass(Viva) 0.6 Little Bluestem(OK Select) 0.8 Engelmann Daisy(Eldorado) 0.75 Englemann Daisy(Eldorado) 0.75 Illinois Bundleflower(Sabine) 1.0 Purple Prairie Clover(Cuero) 0.3 8(Abilene) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) 1.0 Feb.1-May 15 Sideoats Grama(Haskell) 1.0 Hooded Windmillgrass(Mariah) 0.2 Texas Grama(Atascosa) 1.0 Shortspike Windmillgrass(Welder) 0.2 Hairy Grama(Chaparral) 0.4 Hairy Grama(Chaparral) 0.4 Shortspike Windmillgrass(Welder) 0.2 Sand Lovegrass(Mason) 0.2 Little Bluestem(OK Select) 0.4 Sand Dropseed(Borden County) 0.2 Blue Grama(Hachita) 0.4 Sand Bluestem(Cottle County) 1.2 Western Wheatgrass(Barton) 1.2 Partridge Pea(Comanche) 0.6 Galleta Grass(Viva) 0.6 Little Bluestem(OK Select) 0.8 Engelmann Daisy(Eldorado) 0.75 Englemann Daisy(Eldorado) 0.75 Illinois Bundleflower(Sabine) 1.0 Purple Prairie Clover(Cuero) 0.3 9(Waco) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) 1.0 Feb.1-May 15 Sideoats Grama(Haskell) 1.0 Hooded Windmillgrass(Mariah) 0.2 Texas Grama(Atascosa) 1.0 Shortspike Windmillgrass(Welder) 0.2 Hairy Grama(Chaparral) 0.4 Hairy Grama(Chaparral) 0.4 Shortspike Windmillgrass(Welder) 0.2 Slender Grama(Dilley) 1.0 Little Bluestein(OK Select) 0.8 Sand Lovegrass(Mason) 0.2 Purple Prairie Clover(Cuero) 0.6 Sand Dropseed(Borden County) 0.2 Engelmann Daisy(Eldorado) 0.75 Partridge Pea(Comanche) 0.6 Illinois Bundleflower 1.3 Little Bluestem(OK Select) 0.8 Awnless Bushsunflower(Plateau) 0.2 Englemann Daisy(Eldorado) 0.75 Purple Prairie Clover 0.3 10(Tyler) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Bermudagrass 1.8 Bermudagrass 1.8 Bahiagrass(Pensacola) 9.0 Bahiagrass(Pensacola) 9.0 Sideoats Grama(Haskell) 2.7 Weeping Lovegrass(Ermelo) 0.5 Illinois Bundleflower 1.0 Sand Lovegrass 0.5 Lance-Leaf Coreopsis 1.0 11 (Lufkin) ' Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Bermudagrass 1.8 Bermudagrass • 2.1 Bahiagrass(Pensacola) 9.0 Bahiagrass(Pensacola) 9.0 Sideoats Grama(Haskell) 2.7 Sand Lovegrass 0.5 Illinois Bundleflower 1.0 Lance-Leaf Coreopsis 1.0 560 Table 1(continued) 164 Permanent Rural Seed Mix District and Planting Dates Clay Soils Sandy Soils Species and Rates(lb.PLS/acre) Species and Rates(lb.PLS/acre) j 12(Houston) Green Sprangletop 0.3 Green Sprangletop 0.3 Jan.15-May 15 Bermudagrass 2.1 Bermudagrass 2.4 Sideoats Grama(Haskell) 3.2 Bahiagrass(Pensacola) 10.5 Little Bluestem(Native) 1.4 Weeping Lovegrass(Ermelo) 1.0 Illinois Bundleflower 1.0 Lance-Leaf Coreopsis 1.0 13(Yoakum) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) 1.0 Jan.15-May 15 Sideoats Grama(South Texas) 1.0 Hooded Windmillgrass(Mariah) 0.4 Texas Grama(Atascosa) '1.5 Slender Grama(Dilley) 1.0 Slender Grama(Dilley) 1.0 Hairy Grama(Chaparral) 0.8 Shortspike Windmillgrass(Welder) 0.3 Shortspike Windmillgrass(Welder) 0.2 - Halls Panicum(Oso) 0.2 Purple Prairie Clover(Cuero) 0.6 Plains Bristlegrass(Catarina Blend) 0.2 Partridge Pea(Comanche) 0.6 Canada Wild rye(Lavaca) 2.0 Englemann Daisy(Eldorado) 1.0 Illinois Bundleflower(Sabine) 1.3 Purple Prairie Clover(Cuero) 0.6 • 14(Austin) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) 1.0 • Feb.1-May 15 Sideoats Grama(South Texas) • 1.0 Hooded Windmillgrass(Mariah) 0.2 Texas Grama(Atascosa) 1.0 Shortspike Windmillgrass(Welder) 0.2 Hairy Grama(Chaparral) 0.4 Hairy Grama(Chaparral) 0.4 Shortspike Windmillgrass(Welder) 0.2 Slender Grama(Dilley) 1.0 Little Bluestein(OK Select) 0.8 Sand Lovegrass(Mason) 0.2 Purple Prairie Clover(Cuero) 0.6 Sand Dropseed(Borden County) 0.2 Engelmann Daisy(Eldorado) 0.75 Partridge Pea(Comanche) 0.6 Illinois Bundleflower(Sabine) 1.3 Little Bluestem(OK Select) 0.8 Awnless Bushsunflower(Plateau) 0.2 Englemann Daisy(Eldorado) 0.75 ' Purple Prairie Clover 0.3 . 15(San Antonio) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) 1.0 Feb.1-May 1 Sideoats Grama(South Texas) 1.0 Slender Grama(Dilley) 2.0 Texas Grama(Atascosa) 1.0 Hairy Grama(Chaparral) 0.6 Slender Grama(Dilley) 1.0 Shortspike Windmillgrass(Welder) 0.4 Shortspike Windmillgrass(Welder) 0.2 Pink Pappusgrass(Maverick) 0.6 Pink Pappusgrass(Maverick) 0.6 'Plains.Bristlegrass(Catarina Blend) 0.2 Halls Panicum(Oso) 0.2 Hooded Windmillgrass(Mariah) 0.3 Plains Bristlegrass(Catarina Blend) 0.2 Multi-flowered False Rhoades Grass(Hidalgo) 0.1 False Rhodes Grass(Kinney) 0.1 Arizona Cottontop(La Salle) 0.2 . Hooded Windmillgrass(Mariah) 0.2 Arizona Cottontop(La Salle) 0.2 16(Corpus Christi) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) 1.0 Jan.1-May 1 Sideoats Grama(South Texas) 1.0' Slender Grama(Dilley) 2.0 Texas Grama(Atascosa) 1.0 Hairy Grama(Chaparral) 0.6 Slender Grama(Dilley) 1.0 Shortspike Windmillgrass(Welder) 0.4 Shortspike Windmillgrass(Welder) 0.2 Pink Pappusgrass(Maverick) 0.6 Pink Pappusgrass(Maverick) 0.6 Plains Bristlegrass(Catarina Blend) 0.2 Halls Panicum(Oso) 0.2 Hooded Windmillgrass(Mariah) 0.3• Plains Bristlegrass(Catarina Blend) 0.2 Multi-flowered False Rhodes Grass(Hidalgo) 0.1 False Rhodes Grass(Kinney) 0.1 Arizona Cottontop(La Salle) 0.2 Hooded Windmillgrass(Mariah) 0.2 Arizona Cottontop(La Salle) •0.2 17(Bryan) Green Sprangletop • 0.3 Green Sprangletop 0.3 Feb.1-May 15 Bermudagrass 1.5 Bermudagrass 1.5 Sideoats Grama(Haskell) 3.6 Bahiagrass(Pensacola) 7.5 Little Bluestem(Native) 1.7 Weeping Lovegrass(Ermelo) 0.6 Illinois Bundleflower 1.0 Sand Lovegrass 0.6 Lance-Leaf Coreopsis 1.0 561 Table 1(continued) 164 Permanent Rural Seed Mix District and Planting Dates Clay Soils Sandy Soils Species and Rates(lb.PLS/acre) Species and Rates(lb.PLS/acre) 18(Dallas) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) 1.0 Feb.1-May 15 Sideoats Grama(Haskell) 1.0 Hooded Windmillgrass(Mariah) 0.2 Texas Grama(Atascosa) 1.0 Shortspike Windmillgrass(Welder) 0.2 Hairy Grama(Chaparral) • 0.4 Hairy Grama(Chaparral) 0.4 Shortspike Windmillgrass(Welder) 0.2 Slender Grama(Dilley) 1.0 Little Bluestein(OK Select) 0.8 Sand Lovegrass(Mason) 0.2 Purple Prairie Clover(Cuero) 0.6 Sand Dropseed(Borden County) 0.2 Engelmann Daisy(Eldorado) 0.75 Partridge Pea(Comanche) 0.6 Illinois Bundleflower 1.3 Little Bluestem(OK Select) 0.8 , Awnless Bushsunflower(Plateau) 0.2 Englemann Daisy(Eldorado) 0.75 Purple Prairie Clover 0.3 19(Atlanta) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Bermudagrass 2.4 Bermudagrass 2.1 Sideoats Grama(Haskell) 4.5 Bahiagrass(Pensacola) 7.5 Illinois Bundleflower 1.0 Sand Lovegrass 0.6 Lance-Leaf Coreopsis 1.0 20(Beaumont) Green Sprangletop 0.3 Green Sprangletop 0.3 Jan.15-May 15 Bermudagrass 2.7 Bermudagrass 2.1 Sideoats Grama(Haskell) 4.1 Bahiagrass(Pensacola) 7.5 Illinois Bundleflower 1.0 Sand Lovegrass 0.6 Lance-Leaf Coreopsis 1.0 21 (Pharr) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) 1.0 Jan.15-May 15 Sideoats Grama(South Texas) 1.0 Slender Grama(Dilley) 2.0 Texas Grama(Atascosa) 1.0 Hairy Grama(Chaparral) 0.6 Slender Grama(Dilley) 1.0 Shortspike Windmillgrass(Welder) 0.4 Shortspike Windmillgrass(Welder) 0.2 Pink Pappusgrass(Maverick) 0.6 Pink Pappusgrass(Maverick) 0.6 Plains Bristlegrass(Catarina.Blend) 0.2 Halls Panicum(Oso) 0.2 Hooded Windmillgrass(Mariah) 0.3 Plains Bristlegrass(Catarina Blend) 0.2 Multi-flowered False Rhoades Grass(Hidalgo) 0.1 False Rhodes Grass(Kinney) 0.1 Arizona Cottontop(La Salle) 0.2 Hooded Windmillgrass(Mariah) 0.2 Arizona Cottontop(La Salle) 0.2 22(Laredo) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Hord) 1.0 Jan.15-May 1 Sideoats Grama(South Texas) 1.0 Slender Grama(Dilley) 2.0 Texas Grama(Atascosa) 1.0 Hairy Grama(Chaparral) 0.6 Slender Grama(Dilley) 1.0 Shortspike Windmillgrass(Welder) 0.4 Shortspike Windmillgrass(Welder) 0.2 Pink Pappusgrass(Maverick) 0.6 Pink Pappusgrass(Maverick) 0.6 Plains Bristlegrass(Catalina Blend) 0.2 Halls Panicum(Oso) 0.2 Hooded Windmillgrass(Mariah) 0.3 Plains Bristlegrass(Catarina Blend) 0.2 Multi-flowered False Rhoades Grass(Hidalgo) 0.1 False Rhodes Grass(Kinney) 0.1 Arizona Cottontop(La Salle) 0.2 Hooded Windmillgrass(Mariah) 0.2 Arizona Cottontop(La Salle) 0.2 23(Brownwood) Green Sprangletop(Van Horn) 0.6 Green Sprangletop(Van Horn) 1.0 Feb.1-May 15 Sideoats Grama(Haskell) 1.0 Hooded Windmillgrass(Mariah) 0.2 Texas Grama(Atascosa) 1.0 Shortspike Windmillgrass(Welder) 0.2 Hairy Grama(Chaparral) 0.4 Hairy Grama(Chaparral) 0.4 Shortspike Windmillgrass(Welder) 0.2 Sand Lovegrass(Mason) 0.2 Little Bluestem(OK Select) 0.8 Sand Dropseed(Borden County) 0.2 Blue Grama(Hachita) 0.4 Partridge Pea(Comanche) 0.6 Western Wheatgrass(Barton) 1.2 Little Bluestem(OK Select) 0.8 Galleta Grass(Viva) 0.6 Englemann Daisy(Eldorado) 0.75 Engelmann Daisy(Eldorado) 0.75 Purple Prairie Clover(Cuero) 0.3 Awnless Bushsunflower(Plateau) 0.2 \,, 562 Table 1(continued). 164 Permanent Rural Seed Mix District.and Planting Dates Clay Soils Sandy Soils Species and Rates(lb.PLSlacre) Species and Rates(lb.PLS/acre) 24(El Paso) Green Sprangletop(Van Horn) 1.0 Green Sprangletop(Van Horn) 1.0 Feb.1-May 15 Sideoats Grama(South Texas) 1.0 Hooded Windmillgrass(Mariah) 0.2 Blue Grama(Hachita) 0.4 Blue Grama(Hachita) 0.4 Galleta Grass(Viva) 0.6 Hairy Grama(Chaparral) 0.4 Shortspike Windmillgrass(Welder) 0.2 Sand Lovegrass(Mason) 0.2 Pink Pappusgrass(Maverick) 0.6 Sand Dropseed(Borden County) 0.2 Alkali Sacaton(Saltalk) 0.2 Indian Ricegrass(Rim Rock) 1.6 Plains Bristlegrass(Catarina Blend) 0.2 Sand Bluestem(Cottle County) 1.2 False Rhodes Grass(Kinney) 0.1 Little Bluestem(Pastura) 0.8 Whiplash Pappusgrass(Webb) 0.6 Purple Prairie Clover(Cuero) 0.3 Arizona Cottontop(La Salle) 0.2 25(Childress) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Sideoats Grama(El Reno) 2.7 Weeping Lovegrass(Ermelo) 1.2 Blue Grama(Hachita) 0.9 Sand Dropseed(Borden Co.) 0.5 Western Wheatgrass 2.1 Sand Lovegrass 0.8 Galleta 1.6 Purple Prairie Clover 0.5 Illinois Bundleflower 1.0 Table 2 Permanent Urban Seed Mix District and Planting Dates Clay Soils Sandy Soils Species and Rates(lb.PLSlacre) Species and Rates(lb.PLS/acre) 1 (Paris) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Bermudagrass 2.4 Bermudagrass 5.4 Sideoats Grama(Haskell) 4.5 2(Ft.Worth) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Sideoats Grama(El Reno) • 3.6 Sideoats Grama(El Reno) 3.6 Bermudagrass 2.4 Bermudagrass 2.1 Buffalograss(Texoka) . 1.6 Sand Dropseed(Borden Co.) 0.3 3(Wichita Falls) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Sideoats Grama(El Reno) 4.5 Sideoats Grama(El Reno) 3.6 Bermudagrass 1.8 Bermudagrass 1.8 Buffalograss(Texoka) 1.6 Sand Dropseed(Borden Co.) ' 0.4 4(Amarillo) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.15-May 15 Sideoats Grama(El Reno) 3.6 Sideoats Grama(El Reno) 2.7 Blue Grama(Hachita) 1.2 Blue Grama(Hachita) 0.9 Buffalograss(Texoka) 1.6 Sand Dropseed(Borden Co.) 0.4 Buffalograss(Texoka) 1.6 5(Lubbock) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.15-May 15 Sideoats Grama(El Reno) 3.6 Sideoats Grama(El Reno) 2.7 Blue Grama(Hachita) 1.2 Blue Grama(Hachita) 0.9 Buffalograss(Texoka) 1.6 Sand Dropseed(Borden Co.) 0.4, Buffalograss(Texoka) 1.6 6(Odessa) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Sideoats Grama(Haskell) 3.6 Sideoats Grama(Haskell) 2.7 Blue Grama(Hachita) 1.2 Sand Dropseed(Borden Co.) 0.4 Buffalograss(Texoka) - 1.6 Blue Grama(Hachita) 0.9 Buffalograss(Texoka) 1.6 7(San Angelo) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 1 Sideoats Grama(Haskell) 7.2 Sideoats Grama(Haskell) 3.2 Buffalograss(Texoka) 1.6 Sand Dropseed(Borden Co.) 0.3 Blue Grama(Hachita) 0.9 Buffalograss(Texoka) 1.6 8(Abilene) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Sideoats Grama(Haskell) 3.6. Sand Dropseed(Borden Co.) 0.3 Blue Grama(Hachita) 1.2 Sideoats Grama(Haskell) 3.6 Buffalograss(Texoka) 1.6 Blue Grama(Hachita) 0.8 Buffalograss(Texoka) 1.6 • 563 Table 2(continued) 164 •Permanent Urban Seed Mix District and Planting Dates Clay Soils Sandy Soils Species and.Rates(lb.PLS/acre) Species and Rates(lb.PLS/acre) 9(Waco) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Bermudagrass 1.8 Buffalograss(Texoka) 1.6 Buffalograss(Texoka) 1.6 Bermudagrass 3.6 Sideoats Grama(Haskell) 4.5 Sand Dropseed(Borden Co.) 0.4 10(Tyler) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Bermudagrass 2.4 Bermudagrass 5.4 Sideoats Grama(Haskell) 4.5 11(Lufkin) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Bermudagrass 2.4 Bermudagrass 5.4 Sideoats Grama(Haskell) 4.5 12(Houston) Green Sprangletop 0.3 Green Sprangletop 0.3 Jan.15-May 15 Sideoats Grama(Haskell) 4.5 Bermudagrass 5.4 Bermudagrass 2.4 13(Yoakum) Green Sprangletop 0.3 Green Sprangletop 0.3 Jan.15-May 15 Sideoats Grama(South Texas) 4.5 Bermudagrass 5.4 Bermudagrass 2.4 14(Austin) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Bermudagrass 2.4 Bermudagrass 4.8 Sideoats Grama(South Texas) 3.6 Buffalograss(Texoka) 1.6 Buffalograss(Texoka) 1.6 15(San Antonio) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 1 Sideoats Grama(South Texas) 3.6 Bermudagrass 4.8 Bermudagrass 2.4 Buffalograss(Texoka) 1.6 Buffalograss(Texoka) 1.6 16(Corpus Christi) Green Sprangletop 0.3 'Green Sprangletop 0.3 Jan.1-May 1 Sideoats Grama(South Texas) 3.6 Bermudagrass 4.8 Bermudagrass 2.4 Buffalograss(Texoka) 1.6 Buffalograss(Texoka) 1.6 17(Bryan) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Bermudagrass 2.4 Bermudagrass 5.4 Sideoats Grama(Haskell) 4.5 18(Dallas) Green Sprangletop 0.3 Green Sprangletop 0:3 Feb.1-May 15 Sideoats Grama(El Reno) 3.6 Buffalograss(Texoka) 1.6 Buffalograss(Texoka) 1.6 Bermudagrass 3.6 Bermudagrass 2.4 Sand Dropseed(Borden Co.) 0.4 19(Atlanta) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Bermudagrass 2.4 Bermudagrass 5.4 Sideoats Grama(Haskell) 4.5 20(Beaumont) Green Sprangletop 0.3 Green Sprangletop 0.3 Jan.15-May 15 Bermudagrass 2.4 Bermudagrass 5.4 Sideoats Grama(Haskell) 4.5 21(Pharr) Green Sprangletop 0.3 Green Sprangletop 0.3 Jan.15-May 15 Sideoats Grama(South Texas) 3.6 Buffalograss(Texoka) 1.6 Buffalograss(Texoka) 1.6 Bermudagrass 3.6 Bermudagrass 2.4 Sand Dropseed(Borden Co.) 0.4 22(Laredo) Green Sprangletop 0.3 Green Sprangletop 0.3 Jan.15-May 1 Sideoats Grama(South Texas) 4.5 Buffalograss(Texoka) 1.6 Buffalograss(Texoka) 1.6 Bermudagrass 3.6 Bermudagrass 1.8 Sand Dropseed 0.4 23(Brownwood) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Sideoats Grama(Haskell) 3.6 Buffalograss(Texoka) 1.6 Bermudagrass 1.2 Bermudagrass 3.6 Blue Grama(Hachita) - 0.9 Sand Dropseed(Borden Co.) 0.4 24(El Paso) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Sideoats Grama(South Texas) 3.6 Buffalograss(Texoka) 1.6 Blue Grama(Hachita) 1.2 Sand Dropseed(Borden Co.) 0.4 Buffalograss(Texoka) 1.6 Blue Grama(Hachita) 1.8 25(Childress) Green Sprangletop 0.3 Green Sprangletop 0.3 Feb.1-May 15 Sideoats Grama(El Reno) 3.6 Sand Dropseed(Borden Co.) 0.4 Blue Grama(Hachita) 1.2 Buffalograss(Texoka) 1.6 Buffalograss(Texoka) 1.6 Bermudagrass 1.8 564 • 164 Table 3 Temporary Cool Season Seeding Districts Dates Seed Mix and Rates (lb.PLS/acre) Paris(1),Amarillo(4),Lubbock(5),Dallas(18) September 1-November 30 Tall Fescue 4.5 Western Wheatgrass 5.6 Wheat(Red,Winter) 34 Odessa(6),San Angelo(7),El Paso(24) September 1—November 30 Western Wheatgrass 8.4 Wheat(Red,Winter) 50 Waco(9),Tyler(10),Lufkin(11),Austin(14),San Antonio(15), September 1—November 30 Tall Fescue 4.5 Bryan(17),Atlanta(19) • Oats 24 Wheat 34 Houston(12),Yoakum(13),Corpus Christi(16),Beaumont(20), September 1—November 30 Oats 72 Pharr(21),Laredo(22) Ft.Worth(2),Wichita Falls(3),Abilene(8),Brownwood(23), September 1—November 30 Tall Fescue 4.5 Childress(25) - Western Wheatgrass 5.6 Cereal Rye 34 Table 4 Temporary Warm Season Seeding Districts Dates Seed Mix and Rates (lb.PLSlacre) All May 1-August 31 Foxtail Millet 34 2.2. Fertilizer.Use fertilizer in conformance with Article 166.2.,"Materials." 2.3. Vegetative Watering. Use water that is clean and free of industrial wastes and other substances harmful to the growth of vegetation. 2.4. Mulch. 2.4.1. Straw or Hay Mulch.Use straw or hay mulch in conformance with Section 162.2.5.,"Mulch." Cellulose Fiber Mulch.Use only cellulose fiber mulches that are on the Approved Products List,Erosion Control Approved Products.(http://www.txdot.gov/business/resources/erosion-control.html)Submit one full set of manufacturer's literature for the selected material.Keep mulch dry until applied.Do not use molded or rotted material. 2.5. Tacking Methods.Use a tacking agent applied in accordance with the manufacturer's recommendations or- a crimping method on all straw or hay mulch operations. Use tacking agents as approved or as,specified on the plans. 3. CONSTRUCTION Cultivate the area to a depth of 4 in.before placing the seed unless otherwise directed.Use approved equipment to vertically track the seedbed as shown on the plans or as directed.Cultivate the seedbed to a depth of 4 in.or mow the area before placement of the permanent seed when performing permanent seeding after an established temporary seeding.Plant the seed specified and mulch,if required,after the area has been completed to lines and grades as shown on the plans. 3.1. Broadcast Seeding.Distribute the seed or seed mixture uniformly over the areas shown on the plans using hand or mechanical distribution or hydro-seeding on top of the soil unless otherwise directed.Apply the mixture to the area to be seeded within 30 min.of placement of components in the equipment when seed and water are to be distributed as a slurry during hydro-seeding.Roll the planted area with a light roller or other suitable equipment.Roll sloped areas along the contour of the slopes. 3.2. Straw or Hay Mulch Seeding.Plant seed according to Section 164.3.1.,"Broadcast Seeding."Apply straw or hay mulch uniformly over the seeded area immediately after planting the seed or seed mixture.Apply 565 164 straw mulch at 2 to 2.5 tons per acre.Apply hay mulch at 1.5 to 2 tons per acre.Use a tacking method over the mulched area. 3.3. Cellulose Fiber Mulch Seeding.Plant seed in accordance with Section 164.3.1.,'Broadcast Seeding." Apply cellulose fiber mulch uniformly over the seeded area immediately after planting the seed or seed mixture at the following rates. • Sandy soils with slopes of 3:1 or less-2,500 lb.per acre. • Sandy soils with slopes greater than 3:1-3,000 lb.per acre. • Clay soils with slopes of 3:1 or less-2,000 lb.per acre. ■ Clay soils with slopes greater than 3:1-2,300 lb.per acre. Cellulose fiber mulch rates are based on dry weight of mulch per acre.Mix cellulose fiber mulch,and water to make a slurry and apply uniformly over the seeded area using suitable equipment. 3.4. Drill Seeding.Plant seed or seed mixture uniformly over the area shown on the plans at a depth of 1/4 to 1/3 in.using a pasture or rangeland type drill unless otherwise directed.Plant seed along the contour of the slopes. 3.5. • Straw or Hay Mulching.Apply straw or hay mulch uniformly over the area as shown on the plans.Apply straw mulch at 2 to 2.5 tons per acre.Apply hay mulch at 1.5 to 2 tons per acre.Use a tacking method over the mulched area. Apply fertilizer in conformance with Article 166.3.,"Construction."Seed and fertilizer may be distributed simultaneously during"Broadcast Seeding"operations,provided each component is applied at the specified rate.Apply half of the required fertilizer during the temporary seeding operation and the other half during the permanent seeding operation when temporary and permanent seeding are both specified for the same area. Water the seeded areas at the rates and frequencies as shown on the plans or as directed. 4. MEASUREMENT This Item will be measured by the square yard or by the acre. • 5. PAYMENT The work performed and the materials furnished in accordance with this Item and measured as provided under"Measurement'will be paid for at the unit price bid for"Broadcast Seeding(Perm)"of the rural or urban seed mixture and sandy or clay soil specified,"Broadcast Seeding(Temp)"of warm or cool season specified, "Straw or Hay Mulch Seeding(Perm)"of the rural or urban seed mixture and sandy or clay soil specified, "Straw or Hay Mulch Seeding(Temp)"of warm or cool season specified,"Cellulose Fiber Mulch Seeding (Perm)"of the rural or urban seed mixture and sandy or clay soil specified,"Cellulose Fiber Mulch Seeding (Temp)"of warm or cool season specified,"Drill Seeding(Perm)"of the rural or urban seed mixture and sandy or clay soil specified,"Drill Seeding(Temp)"of warm or cool season specified,and"Straw or Hay Mulching."This price is full compensation for furnishing materials,including water for hydro-seeding and hydro-mulching operations,mowing,labor,equipment,tools,supplies,and incidentals.Fertilizer will not be paid for directly but will be subsidiary to this Item.Water for irrigating the seeded area,when specified,will be paid for under Item 168,'Vegetative Watering." 566 • 166 Item 166 - *.® Fertilizer oar of Transportation 1. DESCRIPTION Provide and distribute fertilizer over areas specified on the plans. 2. MATERIALS Use a complete fertilizer containing nitrogen(N),phosphoric acid(P),and potash(K)nutrients unless otherwise specified on the plans.Ensure at least 50%of the nitrogen component is a slow-release' sulfur-coated urea.Ensure that fertilizer is in an acceptable condition for distribution in containers labeled with the analysis.Fertilizer is subject to testing by the Texas A&M Feed and Fertilizer Control Service in accordance with the Texas Fertilizer Law. 3. CONSTRUCTION Deliver and apply the complete fertilizer uniformly at a rate equal to 60 lb.of nitrogen per acre or at the analysis and rate specified on the plans. Apply fertilizer as a dry material and do not mix with water to form a slurry. Incorporate fertilizer during seedbed preparation as specified on the plans. 4. MEASUREMENT When fertilizer is specified on the plans to be a pay item,measurement will be by the acre of surface area • covered or by the ton(2,000 lb.).Measurement by the ton will use guaranteed weight of bags or-containers as shown by the manufacturer or certified scales meeting the requirements of Item 520,"Weighing and Measuring Equipment,"unless otherwise approved. 5. PAYMENT Unless otherwise specified on the plans,the work performed,materials furnished,equipment,labor,tools, and incidentals will not be paid for directly but will be subsidiary to pertinent bid items. When fertilizer is specified on the plans to be a pay item,the work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Fertilizer."This price is full compensation for furnishing materials and performing operations. 567 168 Item 168 Vegetative Watering Frion 1. DESCRIPTION Provide and distribute water to promote growth of vegetation as directed. 2. MATERIALS Use water that is clean and free of industrial wastes and other substances harmful to the growth of vegetation. 3. CONSTRUCTION Apply water when directed.Furnish and operate equipment to distribute water at a uniform and controllable rate.Ensure that watering does not erode soil or plantings.Apply water in the required quantity where shown on the plans or as directed. 4. MEASUREMENT This Item will be measured by the 1,000 gal.as applied. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Vegetative Watering."This price is full compensation for furnishing and operating watering equipment and measuring devices and for furnishing and applying water,including hauling,equipment,labor,and incidentals. 568 170 Item 170 Irrigation System a, �,on 1. DESCRIPTION Furnish and install an irrigation system as shown on the plans. 2. MATERIALS Unless otherwise shown on the plans,use materials that meet the following: 2.1. Irrigation Pipe.Use polyvinyl chloride(PVC)pipe meeting ASTM D2241,SDR 13.5,SDR 17,SDR 21;or ASTM D1785,Schedule 40. 2.2. Fittings.Furnish fittings as shown on the plans.PVC fittings must meet ASTM D2466. 2.3. Encasement Pipe.Use PVC pipe meeting ASTM D1785,Schedule 40,with an inside diameter at least 1 in. larger than the outside diameter of the irrigation pipe,unless otherwise shown on the plans. 2.4. Low-Voltage Wire.Use minimum 14 gauge UL-approved wire for direct burial. 2.5. Bentonite Slurry.Use a viscous mixture of commercial bentonite and fresh water containing 2%to 8% bentonite by weight. 2.6. Accessories.Use valves,sprinkler heads,and controllers that meet the requirements shown on the plans. Use backflow preventers that meet the requirements of the controlling water utility authority. 2.7. Electrical Service.Use materials meeting the requirements of Section 170.3.1.,"Electrical Service,"for installations requiring over 100 V. 3. CONSTRUCTION Perform irrigation system work under the supervision of a person possessing an irrigator's license issued by the TCEQ.Provide documentation of this license. Follow the codes of the controlling utility authority for water and electrical connection and service. Coordinate irrigation system installation with plant installation,when plant installation is specified;to ensure that watering requirements are met.Prevent damage to vegetation,slopes,utilities,structures,and other amenities.Repair any damage within the right of way caused by the Contractor.Perform the following activities as required: 3.1. Electrical Service.Construct installations requiring over 100 V in accordance with the details shown on the plans and the pertinent requirements of the following: • Item 618,"Conduit" • Item 620,"Electrical Conductors" • Item 622,"Duct Cable" • Item 624,"Ground Boxes" . • ,Item 628,"Electrical Services" 3.2. Excavation and Trenching.Excavate and trench to a sufficient depth to provide fora minimum of 12-in.soil cover for all lines or as shown on the plans.Use common trenches for irrigation lines and wire runs where 569 170 feasible.Protect trenches and boring pits less than 5 ft.deep using approved methods.Protect trenches and boring pits 5 ft.deep or deeper in accordance with Item 402,"Trench Excavation Protection,"and Item 403, "Temporary Special Shoring." 3.3. ' Boring.Bore at the locations shown on the plans or as directed.Avoid weakening or damaging roadways or other facilities.Bore the lengths in one direction only.Maintain horizontal and vertical alignment to an accuracy of 1 in.in 10 ft.Use water or other approved fluids in connection with boring operations only to lubricate cuttings. Bentonite slurry may be used in unconsolidated soil formations to consolidate cuttings for the bit,seal the walls of the hole,and furnish lubrication for subsequent removal of cuttings and installation of the pipe immediately thereafter. 3.4. Water Jetting.Use water jetting only when shown on the plans or approved in writing.Water jet the lengths in one direction only.Cease operations and complete all necessary work by boring when jetting operations fail to produce a smooth stable hole. 3.5. Encasement.Provide a minimum of 12 in.of cover over encasement pipe.Cover is measured to the top of the subgrade for paved areas and to the bottom of the slab for sidewalks or non-load-bearing slabs. 3.6. Pipe and Valve Assembly.Assemble pipe and fittings as recommended by the manufacturers.Clean pipe and fittings of dust,dirt,and moisture before assembly.Make connections between plastic pipe and metal valves with threaded fittings and plastic adapters. Install backflow preventers as required by ordinances of the controlling water utility authority.Install pipe,valves,and valve boxes a minimum of 12 in.from sidewalks,buildings,walls,and other objects,or as directed. 3.7. Sprinkler Heads and Drip Tubing.Install sprinkler heads and drip tubing in accordance with the manufacturer's recommendations at locations shown on the plans or as directed. 3.8. Controller.Install controllers in accordance with the manufacturer's recommendations at locations shown on the plans or as directed. 3.9. Low-Voltage Wire. Install wire in trenches below the pipe or in a minimum 1-in.PVC pipe with at least 12 in. of cover over its entire run.Install wire in continuous lengths.Splice wire,if required,in valve boxes using waterproof materials. 3.10. Closing and Flushing of PVC Pipe.Cap or plug pipe after installation to prevent entry of foreign materials that would obstruct the flow of water.Leave caps or plugs in place until removal is necessary for completion of the installation.Thoroughly flush all water lines. 3.11. Hydrostatic Tests.Notify the Engineer in writing at least 48 hr.before testing.Center load all pipe with enough backfill to prevent arching or slipping while under pressure.After all welded joints have cured for at least 24 hr.,test the main lines from the meter to the valves,with all valves closed,for at least 2 consecutive hours by applying a continuous and static minimum 80-psi water pressure.Repair leaks if necessary and retest.Maintain the lines under static pressure for 24 hr.without leaks before final approval. 3.12. Backfill and Compaction.Backfill trenches and other excavations with soil free of objectionable material after the irrigation system is fully operational,all tests and inspections have been performed,and the results are approved.Backfill and compact in 8-in.layers.Smooth and shape disturbed soil to final grade or as directed. 4. MEASUREMENT This Item will be measured by the lump sum or by each complete system. 570 170 5. PAYMENT For"lump sum"measurement,the work performed and the materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Irrigation System." For"each"measurement,the work performed and the materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Irrigation System."of the design specified.This price is full compensation for furnishing and installing all components;flushing and testing water lines;furnishing and operating equipment;and labor,tools,and incidentals.Protection methods for excavations 5 ft.deep or deeper will be measured and paid for as required under Item 402,"Trench Excavation Protection,"or Item 403,'Temporary Special Shoring."Electrical work required in accordance with Section 170.3.1.,"Electrical Service,"will be measured and paid for under Item 628,"Electrical Services."Power and water consumed will be paid for by the Department unless otherwise shown on the plans.Backflow preventer,system inspection,and maintenance fees will be paid by the Department unless otherwise shown on the plans. 571 192 Item 192 Landscape Planting 'Department ransportation 1. DESCRIPTION Provide and install plants and related materials at designated locations.Maintain plants,related materials, and landscaped areas at the specified frequency. 2. MATERIALS Comply with the latest standards as follows,unless otherwise shown on the plans. • The most recently published edition of.the American Standard for Nursery Stock(ANSI Z60.1). • Standardized Plant Names published by the American Joint Committee on Horticultural Nomenclature. • Meet additional requirements for plants and related materials as shown on the plans. 2.1. Plants.Provide nursery-grown plants unless otherwise shown on the plans.Provide vigorous,healthy,well- rooted,plants with well-formed crowns,true to sizes,and of typical shape and characteristics of the species. Provide plants with nametags attached showing the genus,species,and specified variety. 2.2. Rejection of Plants.Plants with any of the following characteristics are subject to rejection: • disease or insect infestation,including eggs and larvae; • dried or damaged root system or crown; ■ excessive abrasion of the bark; ■ prematurely opened or damaged buds; • disfiguring knots; a evidence of heat,freeze,or wind burn,mold,sun scald,or similar conditions; ■ damaged,pruned,crooked,or multiple leaders,unless multiple leaders are specified or are normal for the species; ■ cut limbs over 3/4 in.in diameter that have not completely callused; • dry,soggy,loose,cracked,broken,misshapen,or undersized root balls; • processed balled roots(bench balled); • root balls encased in impervious material; • overgrown or root-bound plants; a undersized or unsound containers; • stock not well established in containers; • containers with less than 3/4 planting medium depth; • an abnormal balance between height and spread for the species; • missing or broken serialized locking tags,when specified; • any condition that does not conform to the plans or nursery stock standards;or ■ conditions that would prevent thriving growth or cause an unacceptable appearance. 2.3. Backfill and Plant Soil Mix.Use soil excavated from the plant pits or beds or provide a loose,friable soil mix as shown on the plans.Provide a soil mix free of reproductive parts of weeds and grasses,harmful substances,and detrimental amounts of foreign matter.Use compost in accordance with Section 161.2.3., "General Use Compost(GUC),"when specified on the plans. 572 • 192 2.4. Mulch.Provide loose,organic mulch derived from plants unless other types are shown on the plans.Use mulch free of excessive amounts of leaves,sticks,harmful substances,and detrimental amounts of soil or other foreign matter. 2.5. Water.Furnish watj in accordance with Article 168.2.,"Materials." 2.6. Fertilizer.Use fertilizer in accordance with Article 166.2.,"Materials,"unless otherwise shown on the plans. 2.7. Other Materials.Provide additional incidental materials associated with landscape planting that meet the requirements shown on the plans. 3. CONSTRUCTION Prevent damage to vegetation,slopes,utilities,structures,and other amenities.Repair any damage within the right of way caused by the Contractor at no additional expense to the Department.Provide and document a licensed pesticide applicator for the treatment of insects,diseases,animals,and vegetation in accordance with the Texas Department of Agriculture in the appropriate use category. 3.1. Plant Inspection Before Delivery.Plants are subject to inspection at the nursery or location of collection. Provide and use serialized locking tags on plants selected by the Engineer as directed. 3.2. Plant Delivery.Notify the Engineer at least 48 hr.before delivering plants to the worksite.Coordinate with the Engineer for inspection and approval of materials upon delivery.Remove rejected plants from the worksite and replace as directed. 3.3. Mark Plant Locations and Bed Outlines.Provide and install coded markings,such as wooden stakes,to mark the locations,type of plants,and the outline of planting beds.Obtain approval of,the plant and bed locations before excavation begins. 3.4. Plant Pit Excavation.Excavate pits for container,balled and burlapped(B&B),and fabric bag grown stock to the depth shown on the plans or at least the depth of the root ball.Excavate pits for bare root plants equal to the depth of the root system. Excavate pits on slopes using measurements shown on the plans or at least the depth of the root ball based on the uphill side of the pit.Excavate the receiving pits for mechanically transplanted plants with the same type and size equipment used to dig the plants. Provide a minimum horizontal dimension of 12 in.between the root ball and pit walls for the following,unless otherwise shown on the plans: • 15-gal.or larger pots, • 14-in.or larger boxes,and • larger than 14-in.root balls of B&B and fabric bag grown plants. Provide a minimum horizontal dimension of 2 times the root ball diameter across the pit for the following, unless otherwise shown on the plans: • less than 15-gal.pots,and • 14-in.or smaller root balls of B&B and fabric bag grown plants. Provide a minimum pit diameter for bare root plants that permits the roots to spread without crowding or curving around the walls of the pit. 3.5. Plant Installation. Install plants within 24 hr.of excavating plant pits.Scarify the walls of pits as plant installation begins.Center all plants in a pit,except those mechanically collected,backfill in lifts,each lift 1/3 of the depth of the root ball,and fill the pit with water after each lift to remove air pockets.Prune protruding roots,from the root ball,for mechanically collected plants,to a point even with the cutting blades.Place the plant in the pit and work sand between the pit walls and the root ball with water until the sand fills all the cavities. 573 192 Apply fertilizer according to the plans.Ensure that the top of the root ball remains at the grade shown on the plans after final settlement. 3.6. Plant Basin Construction.Construct a basin at least 8 in.deep with an inside diameter equal to the pit diameter and with a level top around the plant unless otherwise shown on the plans.Use excavated soil from the plant pits or beds,backfill material,or other approved material for the basin.Spread excess excavated materials over the right of way as directed or remove and dispose of material in accordance with local,state, and federal requirements at locations outside the right of way. 3.7. Watering.Coordinate the planting work to ensure that an irrigation system,when specified,operates properly to meet the watering requirements.Apply water to plants or planting areas at the rate and frequency specified for an irrigation system or for the application method shown on the plans.Keep the ground and backfill moist at least 12 in.around the entire root ball if a watering rate and frequency are not specified. 3.8. Using Antitranspirants.Apply antitranspirants,when shown on the plans,in accordance with the manufacturer's instructions. • 3.9. Pruning.Accomplish pruning in accordance with ANSI A300(Part 1)pruning standards unless otherwise shown on the plans or as directed.Retain the natural shape of plants according to the species.Limit pruning to removal of dead and broken branches,and an additional amount as specified or directed to improve the appearance and health of plants. Prune B&B and collected plants to reduce the original crown by approximately 20%by removing interior branches,entangled limbs,and small branches unless otherwise shown on the plans.Prune to develop the central leader or leaders.Remove and dispose of pruning debris. Apply wound dressing on oak(Quercus)species within 20 min.of causing bark damage or making a pruning cut.Apply wound dressing on other plants when shown on the plans or as directed.Use wound dressing in accordance with the pruning standards. 3.10. Plant Support Installation.Install plant supports such as staking,guying,and bracing as shown on the plans.Support and keep plants in a vertical position or as directed. 3.11. Tree Trunk Protection.Install tree trunk protection guards when shown on the plans and in accordance with the manufacturer's instructions. 3.12. Landscape Edge Installation.Install landscape edging when shown on the plans and in accordance with the manufacturer's instructions. 3.13. Plant Bed Preparation.Prepare the bed and install the planting soil mix,vegetation barrier,and other materials as shown on the plans. 3.14. Mulching.Mulch plant basins and beds to a depth of 2 in.unless otherwise shown on the plans. 3.15. Maintenance.Begin maintenance of each plant under this Item when the installation is completed and approved,or as directed.Perform maintenance until final acceptance of the project,or for a minimum of 90 days should the final acceptance occur less than 90 days after the plant installation is completed and approved,by following the work schedule and frequencies shown on the plans.Perform the minimum requirements stated below if a work schedule and frequency are not shown on the plans. 3.15.1. Watering.Water in accordance with Section 192.3.7.,"Watering." 3.15.2. Mowing,Trimming,and Edging.Mow,trim,and edge the designated locations.Mow,trim,and edge every 15 days during the growing season or as directed,mowing at a 3-4 in.height.Keep cord trimmers at least 1 ft.from plants to prevent damage to the plants.Plants damaged during the maintenance work are subject to rejection and replacement according to Section 192.3.15.9.,"Plant Replacement" 574 192 3.15.3. Plant Basin,Bed,and Worksite Maintenance.Chemically control weeds and unwanted grasses in plant basins,beds,along and in structures,and around existing plants every 15 days,unless otherwise directed. Reshape plant basins and beds every 30 days to conform to the plans.Maintain mulch in accordance with Section 192.3.14.,"Mulching."Ensure that herbicides do not contact desirable plants.Follow the manufacturer's instruction for handling and applying herbicides. 3.15.4. Plant Supports.Replace,repair,and adjust supports to meet the requirements of the plans and in accordance with Section 192.3.10.,"Plant Support Installation."Adjust staking and guying to prevent girdling of plant trunks.Remove or dispose of support material as directed. 3.15.5. Pruning.Prune as shown on the plans and in accordance with Section 192.3.9.,"Pruning." 3.15.6. Insect,Disease,and Animal Inspection and Treatment.Inspect plants and planted areas at least every 15 days.Notify the Engineer of concerns and problems and recommend corrective measures in writing for approval.Treat the plants and planted areas in accordance with TDA or TSPCB laws and regulations.Follow the manufacturer's instructions for handling and applying pesticides. 3.15.7. Litter and Debris Collection and Disposal.Collect litter and debris within the worksite before mowing and trimming at least every 15 days.Dispose of litter and debris as directed. 3.15.8. Tree Trunk Wrap and Protection Guard Removal and Disposal.Remove and dispose of tree trunk wrapping material and protection guards as directed. • 3.15.9. Plant Replacement.Remove and dispose of dead and damaged plants from the worksite as directed. Replace plants as originally specified within 10 days of notification. Plant replacement must be completed and approved before payment is approved when notification is made between the starting date and day 30 of the maintenance work,according to Section 192.5.2.,"30-Day Payment."Plant replacement must be completed and approved before payment is approved when notification is made between days 31 and 60 of the maintenance work,according to Section 192.5.3.,"60-Day Payment."Plant replacement must be completed and approved before payment is approved when notification is made between days 61 and either the date of project final acceptance or day 90 of the maintenance work,whichever occurs later,according to Section 192.5.4.,"Final Payment." 4. MEASUREMENT This Item will be measured by each plant.When mulch is specified as a separate pay item,it will be measured by the cu.yd.or the sq.yd.When plant soil mix is specified as a separate pay item,it will be measured by the cu.yd.When landscape edge is specified as a separate pay item,it will be measured by the ft.When plant bed preparation is specified as a separate pay item,it will be measured by the sq.yd. When vegetation barrier is specified as a separate pay item,it will be measured by the sq.yd. When,mulch,plant bed preparation,and vegetation barrier are specified as separate pay items and measured by the square yard,they are plans quantity measurement Items.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT • The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Plant Material"of the size or"Plant Material"of the size and type specified.This price is full compensation for furnishing the plant,mulch,plant soil mix, landscape edge,plant bed preparation,and vegetation barrier,unless mulch,plant soil mix,landscape edge, plant bed preparation,and vegetation barrier are specified as separate items.Payment for"Plant Material" will be handled in the following manner: 575 192 5.1. Initial Payment.When the planting and installation of related materials are completed and approved,55%of the unit price bid for each related plant will be paid. 5.2. 30-Day Payment.When the first 30 days of the plant maintenance(see Section 192.3.15.,"Maintenance,") are completed and approved,an additional 15%of the unit price bid for each related plant will be paid,but if the maintenance is not completed and approved,that 15%will be forfeited. 5.3. 60-Day Payment.When the second 30 days of the plant maintenance are completed and approved,an additional 15%of the unit price bid for each related plant will be paid,but if the maintenance is not completed and approved,that 15%will be forfeited. 5.4. Final Payment.After the final inspection and acceptance of the project or the completion of the 90-day maintenance,whichever occurs later,an additional 15%of the unit price bid for all plants will be paid,but if the maintenance is not completed and approved,that 15%will be forfeited. When mulch,plant soil mix,landscape edge,plant bed preparation,and vegetation barrier are specified as separate pay items,the work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Mulch"or"Mulch"of the type specified,"Plant Soil Mix"or"Plant Soil Mix"of the type specified,"Landscape Edge"or"Landscape Edge"of the type specified,"Plant Bed Preparation"or"Plant Bed Preparation"of the type specified,and"Vegetation Barrier'or"Vegetation Barrier'of the type specified."Each price is full compensation for materials, equipment,labor,tools,and incidentals. • 576 • 193 Item 193 *,® Landscape Establishment of �tiTrano, 1. DESCRIPTION Establish landscape plantings and maintain landscaped areas at designated locations.Begin this Item after the final payment is approved in accordance with Section 1.92.5.4.,"Final Payment,"if used with Item 192, "Landscape Planting." 2. MATERIALS • Furnish the following materials unless otherwise shown on the plans: • fertilizer in accordance with Article 166.2.,"Materials"; • mulch consisting of loose organic materials such as wood chips or shredded bark that is free from harmful chemicals,soil,and other foreign matter that may promote compaction of the mulch or cause injury to the plants; • water that is clean and free of industrial wastes and other substances harmful to the growth of vegetation; • replacement plants as originally installed or as approved; • pesticides conforming to the requirements of Section 193.3.1.,"Plant Maintenance"; • supports of the same type as originally installed or as approved;and • irrigation system replacement parts of the same type and manufacturer as originally installed or approved equal. 3. WORK METHODS Inspect the site at least every 2 weeks,and perform the required maintenance when"Plant Maintenance"or "Irrigation System Operation and Maintenance"are measured by the month.Perform the following maintenance activities,and conform to requirements shown on the plans. 3.1. Plant Maintenance.Maintain vegetation within the site in a healthy and vigorous growing condition.Apply pesticides,when required,under the supervision of a person possessing a license in the appropriate use category issued by the Texas Department of Agriculture.Provide documentation of this license,and obtain approval of the pesticides before applications. Ensure pesticide applications conform to label directions and all pertinent laws and regulations. 3.1.1. Pruning.Prune in accordance with ANSI A300(Part 1)when shown on the plans.Remove dead or dying plants and dead,diseased,or damaged limbs on trees and shrubs.Remove sucker-growth on trunks of trees.Apply an approved wound dressing to all oak(Quercus)species within 20 min.of causing bark damage or making a pruning cut.Remove and dispose of pruning debris. • 3.1.2. Insect,Disease,and Animal Control.Notify the Engineer in writing of problems with insects,diseases,or animals as such problems arise.Treat the plants or planted areas as directed. 3.1.3. Fertilization.Apply fertilizer uniformly to all plants designated to receive fertilizer. • 3.1.4. Mulching,Plant Basin,and Plant Bed Maintenance.Physically remove or apply,herbicide to weeds and grasses within plant basins and plant beds before placing additional mulch.Apply and maintain mulch at a depth of 2 in.Maintain plant basins and plant beds free of weeds and grasses,except those that have been 577 193 treated with herbicides may remain in place until removal is directed.Reshape plant basins and plant beds as necessary to conform to plan details. 3.1.5. Mowing,Trimming,and Edging.Remove and dispose of litter within the designated areas before mowing. Mow and trim grassed areas at the designated height and frequency.Edge where required. Do not use nylon cord trimmers inside plant basins or inside beds containing plant material.Trim vegetation and remove debris from curbs,sidewalks,and other hardscape features. 3.1.6. Staking,Guying,and Bracing of Plants..Stake,guy,or brace plants as directed.Remove support materials when directed,and dispose of removed materials. 3.2. Plant Replacement.Remove plants selected by the Engineer and replace with plants of the original species, size,and characteristics or with approved substitutes,if required on the plans.Replace plants that have been damaged or killed due to the actions or negligence of the Contractor at no additional cost to the'Department. Replace plants within the next scheduled work period following notification to begin replacement unless otherwise directed.Backfill in conformance with the plans or as directed. 3.3. Vegetative Watering.Apply water at the designated rate and frequency to plants or planting areas not serviced by an existing irrigation system.Apply water as directed,adjusting rate and frequency to provide adequate moisture to plant material.Use watering equipment with accurate measuring devices. 3.4. Irrigation System Operation and Maintenance.Maintain the system under the supervision of a person possessing an irrigator's license issued by the TCEQ,and provide documentation of this license.Verify and adhere to all local,state,and federal regulations.Coordinate and obtain required backflow preventer testing at no cost to the.Department.Operate the system using water provided by the Department unless otherwise shown on the plans. Ensure that all zones are functioning properly and providing adequate moisture to plant material using an approved watering schedule.Winterize the system,when required,to prevent freeze damage in locations where temperatures fall below 32°F.Repair the system using replacement parts of the same type and manufacturer as originally installed or an approved equal.Provide plant irrigation by an approved alternate method at no cost to the Department if the system fails due to the Contractor's actions or neglect. 4. MEASUREMENT "Plant Maintenance"will be measured by the month or by the cycle."Plant Replacement"will be measured by each plant."Vegetative Watering"will be measured by the 1,000 gal.of water."Irrigation System Operation and Maintenance"will be measured by the month. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Plant Maintenance,""Plant Replacement"of the size specified,"Plant Replacement"of the size and type specified,"Plant Replacement"of the group specified, "Vegetative Watering,"and"Irrigation System Operation and Maintenance."This price is full compensation for furnishing and operating equipment and for litter pickup,mowing,trimming,edging,pruning,fertilizer, labor,materials,tools,and incidentals.Plant replacement needed due to Contractor negligence,will be at no additional cost to the Department. • 578 247 J Item 247 *fp,® Flexible Base ,Depa nt of VansportatIon 1. DESCRIPTION Construct a foundation course composed of flexible base. 2. MATERIALS Furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications.Notify the Engineer of the proposed material sources and of changes to material sources.The Engineer may sample and test project materials at any time before compaction throughout the duration of the project to assure specification compliance.Use Tex-100-E material definitions. 2.1. Aggregate.Furnish aggregate of the type and grade shown on the plans and meeting the requirements of Table 1.Each source must meet Table 1 requirements for liquid limit,plasticity index,and wet ball mill for the grade specified.Do not use additives,such as but not limited to lime,cement,or fly ash to modify aggregates to meet the requirements of Table 1 unless shown on the plans. Table 1 Material Requirements ,- Property Test Method Grade 1-2 Grade 3 Grade 42 Grade 5 . Sampling " Tex-400-A Master gradation sieve size (cumulative%retained) 2-1/2" 0 0 ' 0• 1-3/4" Tex-110 E 0-10 0-10 0-5 7/8" 10-35 . - As shown on the 10-35 3/8" 30-65 - plans 35-65 #4 45-75 45-75 45-75 #40 65-90 50-85 70-90 Liquid Limit,%Max Tex-104-E 40 40 As shown on the 35 plans Plasticity Index,Maxi 10 12 As shown on the 10 Tex-106-E plans Plasticity index,Mini As shown on the As shown on the As shown on the As shown on the plans plans plans plans Wet ball mill,%Max 1 40 - As shown on the 40 plans Wet ball mill,%Max increase passing the Tex-116 E 20 - As shown oh the 20 #40 sieveplans Min compressive strength,psi lateral pressure 0 psi Tex-117-E 35 - As shown on the - lateral pressure 3 psi - - plans 90 lateral pressure 15 psi 175 - 175 1. Determine plastic index in accordance with Tex-107-E(linear shrinkage)when liquid limit is unattainable as defined in Tex-104-E. 2. Grade 4 may be further designated as Grade 4A,Grade 4B,etc. 2.1.1. Material Tolerances.The Engineer may accept material if no more than 1 of the 5 most recent gradation tests has an individual sieve outside the specified limits of the gradation. When target grading is required by the plans,no single failing test may exceed the master grading by more than 5 percentage points on,sieves No.4 and larger or 3 percentage points on sieves smaller than No.4. The Engineer may accept material if no more'than 1 of the 5 most recent plasticity index tests is outside the • specified limit.No single failing test may exceed the allowable limit by more than 2 points. 579 247 2.1.2. Material Types.Do not use fillers or binders unless approved. Furnish the type specified on the plans in accordance with the following: 2.1.2.1. Type A.Crushed stone produced and graded from oversize quarried aggregate that originates from a single, naturally occurring source.Do not use gravel or multiple sources. 2.1.2.2. Type B.Crushed or uncrushed gravel.Blending of 2 or more sources is allowed. 2.1.2.3. Type C.Crushed gravel with a minimum of 60%of the particles retained on a No.4 sieve with 2 or more crushed faces as determined by Tex-460-A,Part I.Blending of 2 or more sources is allowed. 2.1.2.4. Type D.Type A material or crushed concrete.Crushed concrete containing gravel will be considered Type D material.Crushed concrete must meet the requirements in Section 247.2.1.3.2.,"Recycled Material (Including Crushed Concrete)Requirements,"and be managed in a way to provide for uniform quality.The Engineer may require separate dedicated stockpiles in order to verify compliance. 2.1.2.5. Type E.Caliche,iron ore or as otherwise shown on the plans. 2.1.3. Recycled Material.Recycled asphalt pavement(RAP)and other recycled materials may be used when shown on the plans. Request approval to blend 2 or more sources of recycled materials. 2.1.3.1. Limits on Percentage.Do not exceed 20%RAP by weight,when RAP.is allowed,unless otherwise shown on the plans.The percentage limitations for other recycled materials will be as shown on the plans. 2.1.3.2. Recycled Material(Including Crushed Concrete)Requirements. 2.1.3.2.1. Contractor-Furnished Recycled Materials.Provide recycled materials that have a maximum sulfate content of 3,000 ppm when tested in accordance with Tex-145-E.When the Contractor furnishes the recycled materials,including crushed concrete,the final product will be subject to the requirements of Table 1 for the grade specified.Certify compliance with DMS-11000,"Evaluating and Using Nonhazardous Recyclable Materials Guidelines,"for Contractor furnished recycled materials.In addition,recycled materials must be free from reinforcing steel and other objectionable material and have at most 1.5%deleterious material when tested in accordance with Tex-413-A.For RAP,do not exceed a maximum percent loss from decantation of 5.0%when tested in accordance with Tex-406-A.Test RAP without removing the asphalt. 2.1.3.2.2. Department-Furnished Required Recycled Materials.When the Department furnishes and requires the use of recycled materials,unless otherwise shown on the plans: • Department-required recycled material will not be subject to the requirements in Table 1, • Contractor-furnished materials are subject to the requirements in Table 1 and this Item, • the final product,blended,will be subject to the requirements in Table 1,and • for final product,unblended(100%Department-furnished required recycled material),the liquid limit, plasticity index,wet ball mill,and compressive strength is waived. Crush Department-furnished RAP so that 100%passes the 2 in.sieve.The Contractor is responsible for uniformly blending to meet the percentage required. 2.1.3.2.3. Department-Furnished and Allowed Recycled Materials.When the Department furnishes and allows the use of recycled materials or allows the Contractor to furnish recycled materials,the final blended product is subject to the requirements of Table 1 and the plans. 2.1.3.3. Recycled Material Sources.Department-owned recycled material is available to the Contractor only when shown on the plans.Return unused Department-owned recycled materials to the Department stockpile location designated by the Engineer unless otherwise shown on the plans. 580 247 The use of Contractor-owned recycled materials is allowed when shown on the plans.Contractor-owned surplus recycled materials remain the property of the Contractor.Remove Contractor-owned recycled materials from the project and dispose of them in accordance with federal,state,and local regulations before project acceptance.Do not intermingle Contractor-owned recycled material with Department-owned recycled material unless approved. 2.2. Water.Furnish water free of industrial wastes and other objectionable matter. 2.3. Material Sources.Expose the vertical faces of all strata of material proposed for use when non-commercial • sources are used.Secure and process the material by successive vertical cuts extending through all exposed strata,when directed. 3. EQUIPMENT Provide machinery,tools,and equipment necessary for proper execution of the work. 3.1. Provide rollers in accordance with Item 210,"Rolling."Provide proof rollers in accordance with Item 216, "Proof Rolling,"when required. 3.2. When ride quality measurement is required,provide a high speed or lightweight inertial profiler certified at the Texas A&M Transportation Institute.Provide equipment certification documentation.Display a current decal on the equipment indicating the certification expiration date. 4. CONSTRUCTION Construct each layer uniformly,free of loose or segregated areas,and with the required density and moisture content. Provide a smooth surface that conforms to the typical sections,lines,and grades shown on the plans or as directed. Stockpile base material temporarily at an approved location before delivery to the roadway.Build stockpiles in layers no greater than 2 ft.thick.Stockpiles must have a total height between 10 and 16 ft.unless otherwise approved.After construction and acceptance of the stockpile,loading from the stockpile for delivery is allowed.Load by making successive vertical cuts through the entire depth of the stockpile. Do not add or remove material from temporary stockpiles that require sampling and testing before delivery unless otherwise approved.Charges for additional sampling and testing required as a result of adding or removing material will be deducted from the Contractor's estimates. Haul approved flexible base in clean trucks.Deliver the required quantity to each 100-ft.station or designated stockpile site as shown on the plans.Prepare stockpile sites as directed.When delivery is to the 100-ft.station,manipulate in accordance with the applicable Items. 4.1. , Preparation of Subgrade or Existing Base.Remove or scarify existing asphalt concrete pavement in accordance with Item 105,"Removing Treated and Untreated Base and Asphalt Pavement,"when shown on the plans or as directed.Shape the subgrade or existing base to conform to the typical sections shown on the plans or as directed. When new base is required to be mixed with existing base,deliver,place,and spread the new flexible base in the required amount per station.Manipulate and thoroughly mix the new base with existing material to provide a uniform mixture to the specified depth before shaping. Proof roll the roadbed in accordance with Item 216,"Proof Rolling,"before pulverizing or scarifying when shown on the plans or directed.Correct soft spots as directed. 4.2. Placing.Spread and shape flexible base into a uniform layer with an approved spreader the same day as delivered unless otherwise approved.Construct layers to the thickness shown on the plans.Maintain the 581 247 shape of the course.Control dust by sprinkling,as directed.Correct or replace segregated areas as directed, at no additional expense to the Department. Place successive base courses and finish courses using the same construction methods required for the first course. 4.3. Compaction.Compact using density control unless otherwise shown on the plans.Multiple lifts are permitted when shown on the plans or approved.Bring each layer to the moisture content directed.When necessary,sprinkle the material in accordance with Item 204,"Sprinkling." • Begin rolling longitudinally at the sides and proceed towards the center,overlapping on successive trips by at least 1/2 the width of the roller unit.Begin rolling at the low side and progress toward the high side on superelevated curves.Offset alternate trips of the roller.Operate rollers at a speed between 2 and 6 mph as directed. Rework,recompact,and refinish material that fails to meet or that loses required moisture,density,stability, or finish requirements before the next course is placed or the project is accepted.Continue work until specification requirements are met.Perform the work at no additional expense to the Department. Before final acceptance,the Engineer will select the locations of tests and measure the flexible base depth in accordance with Tex-140-E.Correct areas deficient by more than 1/2 in.in thickness by scarifying,adding material as required,reshaping,recompacting,and refinishing at the Contractor's expense. 4.3.1. Ordinary Compaction.Roll with approved compaction equipment as directed.Correct irregularities, depressions,and weak spots immediately by scarifying the areas affected,adding or removing approved material as required,reshaping,and recompacting. - 4.3.2. Density Control.Compact to at least 100%of the maximum dry density determined by Tex-113-E,unless otherwise shown on the plans.Maintain moisture during compaction within±2 percentage points of the optimum moisture content as determined by Tex-113-E.Measure the moisture content of the material in accordance with Tex-115-E or Tex-103-E during compaction daily and report the results the same day to the Engineer,unless otherwise shown on the plans or directed.Do not achieve density by drying the material 'after compaction. The Engineer will determine roadway density and moisture content of completed sections in accordance with Tex-115-E.The Engineer may accept the section if no more than 1 of the 5 most recent density tests is below the specified density and the failing test is no more than 3 pcf below the specified density. 4.4. Finishing.After completing compaction,clip,skin,or tight-blade the surface with a maintainer or subgrade trimmer to a depth of approximately 1/4 in.Remove loosened material and dispose of it at an approved location.Seal the clipped surface immediately by rolling with a pneumatic tire roller until a smooth surface is attained.Add small increments of water as needed during rolling.Shape and maintain the course and surface in conformity with the typical sections,lines,and grades as shown on the plans or as directed. Correct grade deviations greater than 1/4 in.in 16 feet measured longitudinally or greater than 1/4 in.over the entire width of the cross-section in areas where surfacing is to be placed.Correct by loosening and adding,or removing material.Reshape and re-compact in accordance with Section 247.4.3.,"Compaction." 4.5. Curing.Cure the finished section until the moisture content is at least 2 percentage points below optimum or as directed before applying the next successive course or prime coat. 4.6. Ride Quality.This section applies to the final travel lanes that receive a 1 or 2 course surface treatment for the final surface,unless otherwise shown on the plans.Measure ride quality of the base course after placement of the prime coat and before placement of the surface treatment,unless otherwise approved.Use a certified profiler operator from the Department's MPL.When requested,furnish the Engineer documentation for the person certified to operate the profiler. 582 247 Provide all profile measurements to the Engineer in electronic data files within 3 days after placement of the prime coat using the format specified in Tex-1001-S.The Engineer will use Department software to evaluate longitudinal profiles to determine areas requiring corrective action.Correct 0.1-mi.sections having an average international roughness index(IRI)value greater than 100.0 in.per mile to an IRI value of 100.0 in.per mile or less for each wheelpath,unless otherwise shown on the plans. Re-profile and correct sections that fail to maintain ride quality until placement of the next course,as directed.Correct re-profiled sections until specification requirements are met,as approved.Perform this work at no additional expense to the Department. 5. MEASUREMENT Flexible base will be measured as follows: • Flexible Base(Complete In Place).The ton,square yard,or any cubic yard method. • Flexible Base(Roadway Delivery).The ton or any cubic yard method. • Flexible Base(Stockpile Delivery).The ton,cubic yard in vehicle,or cubic yard in stockpile. Measurement by the cubic yard in final position and square yard is a plans quantity measurement.The quantity to be paid for is the quantity shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. Measurement is further defined,for payment as follows. 5.1. Cubic Yard in Vehicle.By the cubic yard in vehicles of uniform capacity at the point of delivery. 5.2. Cubic Yard in Stockpile.By the cubic yard in the final stockpile position by the method of average end areas. 5.3. Cubic Yard in Final Position.By the cubic yard in the completed and accepted final position.The volume of base course is computed in place by the method of average end areas between the original subgrade or existing base surfaces and the lines,grades,and slopes of the accepted base course as shown on the plans. 5.4. Square Yard.By the square yard of surface area in the completed and accepted final position.The surface area of the base course is based on the width of flexible base as shown on the plans. 5.5. Ton.By the ton of dry weight in vehicles as delivered.The dry weight is determined by deducting the weight of the moisture in the material at the time of weighing from the gross weight of the material.The Engineer will determine the moisture content in the material in accordance with Tex-103-E from samples taken at the time of weighing. When material is measured in trucks,the weight of the material will be determined on certified scales,or the Contractor must provide a set of standard platform truck scales at a location approved by the Engineer. Scales must conform to the requirements of Item 520,"Weighing and Measuring Equipment." 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for the types of work shown below.No additional payment will be made for thickness or width exceeding that shown on the typical section or provided on the plans for cubic yard in the final position or square yard measurement. Sprinkling and rolling,except proof rolling,will not be paid for directly but will be subsidiary to this Item unless otherwise shown on the plans.When proof rolling is shown on the plans or directed,it will be paid for in accordance with Item 216,"Proof Rolling." 583 247 Where subgrade is constructed under this Contract,correction of soft spots in the subgrade will be at the Contractor's expense.Where subgrade is not constructed under this Contract,correction of soft spots in the subgrade will be paid in accordance with pertinent Items or Article 4.4.,"Changes in the Work." 6.1. Flexible Base(Complete In Place).Payment will be made for the type and grade specified.For cubic yard measurement,"In Vehicle,""In Stockpile,"or"In Final Position"will be specified.For square yard measurement,a depth will be specified.This price is full compensation for furnishing materials,temporary stockpiling,assistance provided in stockpile sampling and operations to level stockpiles for measurement, loading,hauling,delivery of materials,spreading,blading,mixing,shaping,placing,compacting,reworking, finishing,correcting locations where thickness is deficient,curing,furnishing scales and labor for weighing and measuring,and equipment,labor,tools,and incidentals. 6.2. Flexible Base(Roadway Delivery).Payment will be made for the type and grade specified.For cubic yard measurement,"In Vehicle,""In Stockpile,"or"In Final Position"will be specified.The unit price bid will not include processing at the roadway.This price is full compensation for fumishing materials,temporary stockpiling,assistance provided in stockpile sampling and operations to level stockpiles for measurement, loading,hauling,delivery of materials,furnishing scales and labor for weighing and measuring,and equipment,labor,tools,and incidentals. 6.3. Flexible Base(Stockpile Delivery).Payment will be made for the type and grade specified.For cubic yard measurement,"In Vehicle"or"In Stockpile"will be specified.The unit price bid will not include processing at the roadway.This price is full compensation for furnishing and disposing of materials,preparing the stockpile area,temporary or permanent stockpiling,assistance provided in stockpile sampling and operations to level stockpiles for measurement,loading,hauling,delivery of materials to the stockpile,furnishing scales and labor for weighing and measuring,and equipment,labor,tools,and incidentals. 584 260 Item 260 Lime Treatment (Road-Mixed) AFTDepartment of 71Thansportauan 1. DESCRIPTION Mix and compact lime,water,and subgrade or base(with or without asphaltic concrete pavement)in the roadway. 2. MATERIALS Furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications.Notify the Engineer of the proposed material sources and of changes to material sources. Obtain verification from the Engineer that the specification requirements are met before using the sources. The Engineer may sample and test project materials at any time before compaction.Use Tex-100-E for material definitions. 2.1. Lime.Furnish lime that meets the requirements of DMS-6350"Lime and Lime Slurry,"and DMS-6330,"Pre- Qualification of Lime Sources."Use hydrated lime,commercial lime slurry,quicklime,or carbide lime slurry as shown on the plans.Do not use quicklime when sulfates are present in quantities greater than 3,000 ppm. When furnishing quicklime,provide it in bulk. 2.2. Subgrade.The Engineer will determine the sulfate content of the existing subgrade in accordance with Tex- 145-E and organic content inaccordance with Tex-148-E before lime treatment begins.Suspend operations when material to be treated has a sulfate content greater than 7,000 ppm or an organic content greater than 1.0%and proceed as directed. 2.3. Flexible Base.Unless otherwise shown on the plans,furnish base material that meets the requirements of Item 247,"Flexible Base,"for the type and grade shown on the plans,before the addition of lime. • 2.4. Water.Furnish water free of industrial wastes and other objectionable material. 2.5. Asphalt.When asphalt or emulsion is permitted for curing purposes,furnish materials that meet the requirements of Item 300,"Asphalts,Oils,and Emulsions,"as shown on the plans or as directed. 2.6. Mix Design.The Engineer will determine the target lime content and optimum moisture content in accordance with Tex-121-E or prior experience with the project materials.The Contractor may propose a mix design developed in accordance with Tex-121-E.The Engineer will use Tex-121-E to verify the Contractor's proposed mix design before acceptance.Reimburse the Department for subsequent mix designs or partial designs necessitated by changes in the material or requests by the Contractor.Limit the amount of recycled asphalt pavement to no more than 50%of the mix unless otherwise shown on the plans or directed. 3. EQUIPMENT Provide machinery,tools,and equipment necessary for proper execution of the work.Provide rollers in accordance with Item 210,"Rolling."Provide proof rollers in accordance with Item 216,"Proof Rolling,"when required. 3.1. Storage Facility.Store quicklime and dry hydrated lime in closed,weatherproof containers. 3.2. Slurry Equipment.Use slurry tanks equipped with agitation devices to slurry hydrated lime or quicklime on the project or other approved location.The Engineer may approve other slurrying methods. 585 260 3.3. Provide a pump for agitating the slurry when the distributor truck is not equipped with an agitator.Equip the distributor truck with a sampling device in accordance with Tex-600-J,Part I,when using commercial lime slurry or carbide lime slurry. 3.4. Hydrated Lime Distribution Equipment.Provide equipment to spread lime evenly across the area to be treated.Provide equipment with a rotary vane feeder to spread lime,when shown on the plans. 3.5. Pulverization Equipment.Provide pulverization equipment that: • cuts and pulverizes material uniformly to the proper depth with cutters that plane to a uniform surface over the entire width of the cut, • provides a visible indication of the depth of cut at all times,and • uniformly mixes the materials. 4. CONSTRUCTION Construct each layer uniformly,free of loose or segregated areas,and with the required density and moisture content. Provide a smooth surface that conforms to the typical sections,lines,and grades shown on the plans or as directed. 4.1. Preparation of Subgrade or Existing Base for Treatment.Before treating,remove existing asphalt pavement in accordance with Item 105,"Removing Treated and Untreated Base and Asphalt Pavement," when shown on the plans or as directed.Shape existing material in accordance with applicable bid items to conform to typical sections shown on the plans and as directed. Unless otherwise approved,proof roll the roadbed in accordance with Item 216,"Proof Rolling,"before pulverizing or scarifying existing material.Correct soft spots as directed. When material is imported from a borrow source,notify the Engineer of the location of the borrow source well in advance to allow time for testing and approval to avoid delay to the project.Stockpile as directed.The Engineer will test the borrow source and determine the sulfate and organic contents.When the borrow source has a sulfate content greater than 3,000 ppm or an organic content greater than 1.0%,proceed as directed. When new base material is required to be mixed with existing base,deliver,place,and spread the new material in the required amount per station.Manipulate and thoroughly mix new base with existing material to provide a uniform mixture to the specified depth before shaping. 4.2. Pulverization.Pulverize or scarify existing material after shaping so that 100%passes a 2-1/2 in.sieve. If the material cannot be uniformly processed to the required depth in a single pass,excavate and windrow the material to expose a secondary grade to achieve processing to plan depth. 4.3. Application of Lime.Uniformly apply lime using dry or slurry placement as shown on the plans or as directed.Add lime at the percentage determined in Section 260.2.6.,"Mix Design."Apply lime only on an area where mixing can be completed during the same working day. Start lime application only when the air temperature is at least 35°F and rising or is at least 40°F.The temperature will be taken in the shade and away from artificial heat.Suspend application when the Engineer determines that weather conditions are unsuitable. Minimize dust and scattering of lime by wind.Do not apply lime when wind conditions,in the opinion of the Engineer,cause blowing lime to become dangerous to traffic or objectionable to adjacent property owners. When pebble grade quicklime is placed dry,mix the material and lime thoroughly at the time of lime application.Use of quicklime can be dangerous.Inform users of the recommended precautions for handling and storage. 586 260 4.3.1. Dry Placement.Before applying lime,bring the prepared roadway to approximately 2 percentage points above optimum moisture content.When necessary,sprinkle in accordance with Item 204,"Sprinkling." Distribute the required quantity of hydrated lime or pebble grade quicklime with approved equipment.Only hydrated lime may be distributed by bag.Do not use a motor grader to spread hydrated lime. 4.3.2. Slurry Placement.Provide slurry free of objectionable materials,at or above the minimum dry solids content,and with a uniform consistency that will allow ease of handling and uniform application.Deliver commercial lime slurry or carbide lime slurry to the jobsite,or use hydrated lime or quicklime to prepare lime slurry at the jobsite or other approved location,as specified.When dry quicklime is applied as slurry,use 80%of the amount shown on the plans. Distribute slurry uniformly by making successive passes over a measured section of roadway until the specified lime content is reached.Uniformly spread the residue from quicklime slurry over the length of the roadway being processed,unless otherwise directed. 4.4. Mixing.Begin mixing within 6 hr.of application of lime.Hydrated lime exposed to the open air for 6 hr.or more between application and mixing,or that experiences excessive loss due to washing or blowing,will not be accepted for payment. Thoroughly mix the material and lime using approved equipment.When treating subgrade,bring the moisture content above the optimum moisture content to insure adequate chemical reaction of the lime and subgrade materials.Allow the mixture to mellow for 1 to 4 days,as directed.When pebble grade quicklime is used, allow the mixture to mellow for 2 to 4 days,as directed.Sprinkle the treated materials during the mixing and mellowing operation,as directed,to achieve adequate hydration and proper moisture content.When the material to be treated has a sulfate content greater than 3,000 ppm but less than or equal to 7,000 ppm, mellow for a minimum of 7 days.Maintain in a continuously moist condition by sprinkling in accordance with Item 204,"Sprinkling."After mellowing,resume mixing until a homogeneous,friable mixture is obtained.After mixing,the Engineer may sample the mixture at roadway moisture and test in accordance with Tex-101-E, Part III,to determine compliance with the gradation requirements in Table 1. Table 1 Gradation Requirements(Minimum%Passing) Sieve Size Base Subgrade 1-3/4" 100 100 3/4" 85 - 85 #4 — 60 4.5. Compaction.Compact the mixture using density control,unless otherwise shown on the plans.Multiple lifts are permitted when shown on the plans or approved.Bring each layer to the moisture content directed. Sprinkle the treated material in accordance with Item 204,"Sprinkling"or aerate the treated material to adjust the moisture content during compaction so that it is no more than 1.0 percentage points below optimum and 2.0 percentage points above optimum as determined by Tex-121-E.Measure the moisture content of the material in accordance with Tex-115-E or Tex-103-E during compaction daily and report the results the same day,unless otherwise shown on the plans or directed. Begin rolling longitudinally at the sides and proceed toward the center,overlapping on successive trips by at least 1/2 the width of the roller unit.On superelevated curves,begin rolling at the low side and progress toward the high side.Offset alternate trips of the roller.Operate rollers at a speed between 2 and 6 mph as directed. Before final acceptance,the Engineer will select the locations of tests in each unit and measure the treated depth in accordance with Tex-140-E.Correct areas deficient by more than 1/2 in.in thickness or more than 1/2%in target lime content by adding lime as required,reshaping,recompacting,and refinishing at the Contractor's expense. Rework,recompact,and refinish material that fails to meet or that loses required moisture,density,stability, or finish before the next course is placed or the project is accepted.Continue work until specification 587 260 requirements are met.Rework in accordance with Section 260.4.6.,"Reworking a Section."Perform the work at no additional expense to the Department. 4.5.1. Ordinary Compaction.Roll with approved compaction equipment,as directed.Correct irregularities, , depressions,and weak spots immediately by scarifying the areas affected,adding or removing treated material as required,reshaping,and recompacting. 4.5.2. Density Control.The Engineer will determine roadway density and moisture content of completed sections in accordance with Tex-115-E.The Engineer may accept the section if no more than 1 of the 5 most recent density tests is below the specified density and the failing test is no more than 3 pcf below the specified density. 4.5.2.1. Subgrade.Compact to at least 95%of the maximum density determined in accordance with Tex-121-E, unless otherwise shown on the plans. 4.5.2.2. Base.Compact the bottom course to at least 95%of the maximum density determined in accordance with Tex-121-E,unless otherwise shown on the plans.Compact subsequent courses treated under this Item to at least 98%of the maximum density determined in accordance with Tex-121-E,unless otherwise shown on the plans. 4.6. Reworking a Section.When a section is reworked within 72 hr.after completion of compaction,rework the • section to provide the required density.When a section is reworked more than 72 hr.after completion of compaction,add additional lime at 25%of the percentage determined in Section 260.2.6.,"Mix Design." Reworking includes loosening,adding material or removing unacceptable material if necessary,mixing as directed,compacting,and finishing.When density control is specified,determine a new maximum density of the reworked material in accordance with Tex-121-E,and compact to at least 95%of this density. 4.7. Finishing. Immediately after completing compaction of the final course,clip,skin,or tight-blade the surface of the lime-treated material with a maintainer or subgrade trimmer to a depth of approximately 1/4 in. Remove loosened material and dispose of at an approved location.Roll the clipped surface immediately with a pneumatic tire roller until a smooth surface is attained.Add small amounts of water as needed during rolling.Shape and maintain the course and surface in conformity with the typical sections,lines,and grades shown on the plans or as directed. Finish grade of constructed subgrade to within 0.1 ft.in the cross-section and 0.1 ft.in 16 ft.measured longitudinally. Correct grade deviations of constructed base greater than 1/4 in.in 16 ft.measured longitudinally or greater than 1/4 in.over the entire width of the cross-section in areas where surfacing is to be placed.Remove excess material,reshape,and roll with a pneumatic-tire roller.Correct as directed if material is more than 1/4 in.low.Do not surface patch.The 72-hr.time limit required for completion of placement,compaction,and finishing does not apply to finishing required just before applying the surface course. 4.8. Curing.Cure for the minimum number of days shown in Table 2 by sprinkling in accordance with Item 204, "Sprinkling,"or by applying an asphalt material at a rate of 0.05 to 0.20 gal.per square yard as directed. Maintain moisture during curing.Upon completion of curing,maintain the moisture content in accordance with Section 132.3.5.,"Maintenance of Moisture and Reworking,"for subgrade and Section 247.4.5.,"Curing" for bases before placing subsequent courses.Do not allow equipment on the finished course during curing except as required for sprinkling,unless otherwise approved.Apply seals or additional courses within 14 calendar days of final compaction. 588 260 Table 2 Minimum Curing Requirements before Placing Subsequent Courses1 Untreated Material Curing(Days) PI 5 35 2 PI>35 5 1. Subject to the approval of the Engineer.Proof rolling may be required as an indicator of adequate curing. 5. MEASUREMENT 5.1. Lime.When lime is furnished in trucks,the weight of lime will be determined on certified scales,or the Contractor must provide a set of standard platform truck scales at a location approved by the Engineer. Scales must conform to the requirements of Item 520,'Weighing and Measuring Equipment" When lime is furnished in bags,indicate the manufacturer's certified weight.Bags varying more than 5%from that weight may be rejected.The average weight of bags in any shipment,as determined by weighing 10 bags taken at random,must be at least the manufacturer's certified weight. 5.1.1. Hydrated Lime. 5.1.1.1. Dry.Lime will be measured by the ton(dry weight). • 5.1.1.2. Slurry.Lime slurry will be measured by the ton(dry weight)of the hydrated lime used to prepare the slurry at the jobsite. 5.1.2. Commercial Lime Slurry.Lime slurry will be measured by the ton(dry weight)as calculated from the minimum percent dry solids content of the slurry,multiplied by the weight of the slurry in tons delivered. 5.1.3. Quicklime. 5.1.3.1. Dry.Lime will be measured by the ton(dry weight)of the quicklime. 5.1.3.2. Slurry.Lime slurry will be measured by the ton(dry weight)of the quicklime used to prepare the slurry multiplied by a conversion factor of 1.28 to give the quantity of equivalent hydrated lime,which will be the basis of payment. 5.1.4. Carbide Lime Slurry.Lime slurry will be measured by the ton(dry weight)as calculated from the minimum percent dry solids content of the slurry,multiplied by the weight of the slurry in tons delivered. 5.2. Lime Treatment.Lime treatment will be measured by the square yard of surface area.The dimensions for determining the surface area are established by the widths shown on the plans and the lengths measured at placement. 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under • "Measurement"will be paid in accordance with Section 260.6.1.,"Lime,"and Section 260.6.2.,"Lime Treatment." Furnishing and delivering new base will be paid for in accordance with Section 247.6.2.,"Flexible Base, (Roadway Delivery)."Mixing,spreading,blading,shaping,compacting,and finishing new or existing base material will be paid for in accordance with Section 260.6,2.,"Lime Treatment."Removal and disposal of existing asphalt concrete pavement will be paid for in accordance with pertinent Items or Article 4.4., "Changes in the Work." 589 r 260 Sprinkling and rolling,except proof rolling,will not be paid for directly but will be subsidiary to this Item, unless otherwise shown on the plans.When proof rolling is shown on the plans or directed by the Engineer,it will be paid for in accordance with Item 216,"Proof Rolling." Where subgrade is constructed under this Contract,correction of soft spots in the subgrade or existing base will be at the Contractor's expense.Where subgrade is not constructed under this Contract,correction of soft spots in the subgrade or existing base will be paid for in accordance with pertinent Items or Article 4.4., "Changes in the Work." Where subgrade to be treated under this Contract has sulfates greater than 7,000 ppm,work will be paid for- in accordance with Article 4.4.,"Changes in the Work." Asphalt used solely for curing will not be paid for directly but will be subsidiary to this Item.Asphalt placed for curing and priming will be paid for under Item 310,"Prime Coat." 6.1. Lime.Lime will be paid for at the unit price bid for"Lime"of one of the following types: • Hydrated Lime(Dry), • Hydrated Lime(Slurry), • Commercial Lime Slurry, • Quicklime(Dry), • Quicklime(Slurry),or • Carbide Lime Slurry. This price is full compensation for materials,delivery,equipment,labor,tools,and incidentals. Lime used for reworking a section in accordance with Section 260.4.6.,"Reworking a Section,"will not be paid for directly but will be subsidiary to this Item. 6.2. - Lime Treatment.Lime treatment will be paid for at the unit price bid for"Lime Treatment(Existing Material)," "Lime Treatment(New Base),"or"Lime Treatment(Mixing Existing Material and New Base),"for the depth specified.No payment will be made for thickness or width exceeding that shown on the plans.This price is full compensation for shaping existing material,loosening,mixing,pulverizing,spreading,applying lime, compacting,finishing,curing,curing materials,blading,shaping and maintaining shape,replacing mixture, disposing of loosened materials,processing,hauling,preparing secondary subgrade,water,equipment, labor,tools,and incidentals. 590 292 Item 292 • *® - Asphalt Treatment (Plant-Mixed) o, Texas kanspo, uon DESCRIPTION Construct a base or foundation course composed of a compacted mixture of aggregate and asphalt binder mixed hot in a mixing plant. 2. MATERIALS • Furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications.Notify the Engineer of the proposed material sources and of changes to material sources. When a source change occurs,the Engineer will verify that the specification requirements are met and may require a new laboratory mixture design.Use Tex-100-E for material definitions. 2.1. Aggregate.Furnish aggregates that conform to the requirements shown in Table 1 and specified in this Section unless otherwise shown on the plans.Each source must meet the requirements of Table 1.Stockpile aggregates for each source and type separately.Do not add material to an approved stockpile unless approved by the Engineer.The Engineer may allow testing of the proposed combined aggregates,rather than each source,to meet Table 1 requirements. Table 1 Aggregate Quality Requirements • • Property Test Method Specification Requirement Wet ball mill,%Max 50 Max increase,%passing#40 Tex-116-E — 20 Los Angeles abrasion, Tex-410-A 50 %Max. Liquid limit,Max Tex-104-E 40 Plasticity index,Max Tex-106-E 10 Sand equivalent,%Min Tex-203-F 40 Decantation,2%Max Tex-406-A 5.0 Crushed faces,%Min Tex-460-A 60 1. Use only when shown on the plans,instead of wet ball mill test. 2. Required only for reclaimed asphalt pavement(RAP)stockpiles and recycled aggregates when more than 30%RAP is allowed. 2.2. Recycled Materials. Use of RAP and RAS is permitted unless otherwise shown on the plans. Do not exceed the maximum allowable percentages of RAP and RAS shown in Table 2.Determine asphalt content and gradation of the RAP and RAS stockpiles for mixture design purposes in accordance with Tex-236-F.The Engineer may verify the asphalt content of the stockpiles at any time during production.Perform other tests on RAP and RAS when shown on the plans.Asphalt binder from RAP and RAS is designated as recycled asphalt binder.When RAP or RAS is used,calculate and ensure that the ratio of the recycled asphalt binder to total binder does not exceed the percentages shown in Table 2 during mixture design and production. During production,use a separate cold feed bin for each stockpile of RAP and RAS. 2.2.1. RAP.RAP is salvaged,milled,pulverized,broken,or crushed asphalt pavement.Crush or break RAP so that 100%of the particles pass the 2 in.sieve. - Use of Contractor-owned RAP including HMA plant waste is permitted unless otherwise shown on the plans. Department-owned RAP stockpiles are available for the Contractor's use when the stockpile locations are shown on the plans.If Department-owned RAP is available for the Contractor's use,the Contractor may use Contractor-owned fractionated RAP and replace it with an equal quantity of Department-owned RAP. • 591 292 Department-owned RAP generated through required work on the Contract is available for the Contractor's use when shown on the plans.Perform any necessary tests to ensure Contractor-or Department-owned RAP is appropriate for use.The Department will not perform any tests or assume any liability for the quality of the Department-owned RAP unless otherwise shown on the plans.The Contractor will retain ownership of RAP generated on the project when shown on the plans. Fractionated RAP is defined as having 2 or more RAP stockpiles,divided into coarse and fine fractions.The coarse RAP stockpile will contain only material retained by processing over a 3/8 in.screen or 1/2 in.screen unless otherwise approved.The fine RAP stockpile will contain only material passing the 3/8 in.screen or 1/2 in.screen unless otherwise approved.The Engineer may allow the Contractor to use an alternate to the 3/8 in.screen or 1/2 in.screen to fractionate the RAP.The maximum percentages of fractionated RAP may be comprised of coarse or fine fractionated RAP or the combination of both coarse and fine fractionated RAP. Do not use Department-or Contractor-owned RAP contaminated with dirt or other objectionable materials. Do not use Department-or Contractor-owned RAP if the decantation value exceeds 5%and the plasticity index is greater than 8.Test the stockpiled RAP for decantation in accordance with Tex-406-A,Part I. Determine the plasticity index in accordance with Tex-106-E if the decantation value exceeds 5%.The decantation and plasticity index requirements do not apply to RAP samples with asphalt removed by extraction or ignition. Do not intermingle Contractor-owned RAP stockpiles with Department-owned RAP stockpiles.Remove unused Contractor-owned RAP material from the project site upon completion of the project.Return unused Department-owned RAP to the designated stockpile location. 2.2.2. RAS.Use of post-manufactured RAS or post-consumer RAS(tear-offs)is permitted unless otherwise shown on the plans.RAS is defined as processed asphalt shingle material from manufacturing of asphalt roofing shingles or from re-roofing residential structures.Post-manufactured RAS is processed manufacturer's shingle scrap by-product.Post-consumer RAS is processed shingle scrap removed from residential structures.Comply with all regulatory requirements stipulated for RAS by the TCEQ.RAS may be used separately or in conjunction with RAP. Process the RAS by ambient grinding or granulating such that 100%of the particles pass the 3/8 in.sieve when tested in accordance with Tex-200-F,Part I.Perform a sieve analysis on processed RAS material before extraction(or ignition)of the asphalt. Add sand meeting the requirements of Table 3 and having a maximum linear shrinkage of 3.0%when tested in accordance with Tex-107-E,or fine RAP,to RAS stockpiles if needed to keep the processed material workable.For any stockpile that contains RAS,the entire stockpile will be considered a RAS stockpile and be limited to no more than 3.0%of the mixture in accordance with Table 2. Certify compliance of the RAS with DMS-11000,"Evaluating and Using Nonhazardous Recyclable Materials (NRM)Guidelines."If the RAS has not come into contact with any hazardous materials,treat it as an established NRM.Use RAS from shingle sources on the Department's MPL.Before use,remove substantially all materials that are not part of the shingle,such as wood,paper,metal,plastic,and felt paper. Determine the deleterious content of RAS material for mixture design purposes in accordance with Tex-217-F,Part III.Do not use RAS if deleterious materials are more than 0.5%of the stockpiled RAS unless otherwise approved.Submit a sample for approval to the Engineer before submitting the mixture design.The Department will perform the testing for deleterious material of RAS to determine specification compliance. 592 292 Table 2 Maximum Allowable Amounts of Recycled Binder,RAP,and RAS Maximum Allowable Recycled Mixture Description Maximum Ratio of Recycled Material(%) &Location Binder to Total Binder1(%) Unfractionated. Fractionated RAS4 RAp2 RAP3 Non-Surface 40.0. 20.0 30.0 3.0 1. Combined recycled binder from fractionated RAP and RAS. 2. Do not use in combination with RAS or Fractionated RAP. 3. May replace up to 3.0%fractionated RAP with RAS. 4. May be used separately or as a replacement for no more than 3.0%of the allowable fractionated RAP. Table 3 Gradation Requirements for Fine Aggregate Sieve Size %Passing by Weight or Volume 3/8" 100 #8 70-100 #200 0-30 2.3. Asphalt Material.Furnish PG64-22 asphalt binder that meets requirements of Item 300,"Asphalts,Oils and Emulsions."When more than 30%RAP is allowed and used,ensure that the new binder and recovered binder from the RAP,when blended proportionally,meet the PG64-22 requirements. 2.4. Tack Coat.Unless otherwise shown on the plans or as approved,furnish CSS-1 H,SS-1 H,or a PG binder with a minimum high temperature grade of PG 58 for tack coat binder in accordance with Item 300, "Asphalts,Oils,and Emulsions." Do not dilute emulsified asphalts at the terminal,in the field,or at any other location before use.If required, verify that emulsified asphalt proposed for use meets the minimum residual asphalt percentage specified in Item 300,"Asphalts,Oils,and Emulsions." The Engineer will obtain at least one sample of the tack coat binder per project and test to verify compliance with Item 300,"Asphalts,Oils,and Emulsions."The Engineer will obtain the sample from the asphalt distributor immediately before use. 2.5. Additives.When shown on the plans,use the type and rate of additive specified.Other additives that facilitate mixing or improve the quality of the mix may be allowed when approved. _ If lime or a liquid antistripping agent is used,add in accordance with Item 301,"Asphalt Antistripping Agents." Do not add lime directly into the mixing drum of any plant where lime is removed through the exhaust stream unless the plant has a baghouse or dust collection system that reintroduces the fines back into the drum. 3. EQUIPMENT Provide machinery,tools,and equipment in accordance with Item 320,"Equipment for Asphalt Concrete Pavement." 4. CONSTRUCTION Produce,haul,place,and compact the specified mixture in accordance with the requirements of this Item. 4.1. Mixture Design.Using Tex-126-E and the materials proposed for the project,the Engineer will determine the target asphalt content required to produce a mixture meeting the requirements in Table 4 for the grade shown on the plans.The gradation of the combined aggregates will be determined in accordance with Tex-200-F,Part I.Reimburse the Department for subsequent mixture designs or partial designs necessitated by changes in the material or requests by the Contractor.The Engineer may accept a design from the 593 292 Contractor that is performed in accordance with Tex-126-E,and is submitted on the Department-provided Excel template.Obtain mixture design verification and approval before beginning production. Table 4 Mix Requirements Master Gradation Bands Tex-200-F,Part I,%Passing by Weight Sieve Size Grade 1 Grade 2 Grade 3 Grade 4 1-3/4" 100 100 1-1/2" 100 90-100 1" 90-100 As shown on the 3/8" 45-70 plans #4 30-55 25-55 #40 15-30 15-40 15-40 Asphalt Content,Min(Tex-236-F) 4.0% 4.0% 4.0% 4.0% Strength Requirements(Tex-226-F) Indirect tensile 85-200 85-200 85-200 85-200 strength,(dry)psis 1. At optimum asphalt content. The Engineer will evaluate the mixture for moisture susceptibility in accordance with Tex-530-C unless otherwise shown on the plans.A maximum of 10%stripping is allowed unless otherwise shown on the plans. The test sample will be retained and used to establish a baseline for comparison to production results.The Engineer may waive this test if a similar design using the same materials has proven satisfactory. Produce a trial batch using the proposed project equipment and materials in a large enough quantity to ensure that the mixture is representative of the mixture design.Within one full working day,the Engineer will sample and test the trial batch to ensure that the gradation,asphalt content and strength requirements in Table 4 are met.The Engineer may waive trial mixtures if similar designs have proven satisfactory. 4.2. Production Operations.Produce a new trial batch when the plant or plant location is changed.Take corrective action and receive approval to proceed after any production suspension for non-compliance to the specification. 4.2.1. Storage and Heating of Materials.Do not heat the asphalt binder above the temperature specified in Item 300,"Asphalts,Oils,and Emulsions,"or outside the manufacturer's recommended values.On a daily basis,provide the Engineer with the records of asphalt binder and hot-mix asphalt discharge temperatures in accordance with Item 320,"Equipment for Asphalt Concrete Pavement."Unless otherwise approved,do not store hot-mix for more than 12 hr.or for a time period less than 12 hr.that affects the quality of the mixture. 4.2.2. Mixing and Discharge of Materials.Notify.the Engineer of the target discharge temperature and produce the mixture within 25°F of the target.When ordinary compaction is used,the Engineer will select a target discharge temperature between 225°F and 350°F.Produce the mixture within 25°F of the target.Monitor the. temperature of the material in the truck before shipping to ensure that it does not exceed 350°F.The Department will not pay for or allow placement of any mixture,produced at more than 350°F. Control the mixing time and temperature so that substantially all moisture is removed from the mixture before discharging from the plant.The Engineer may perform Tex-212-F,Part II,to verify that the mixture contains no more than 0.2%moisture by weight.The sample will be taken immediately after the mixture is discharged into the truck and tested promptly. 4.3. Hauling Operations.Before use,clean all truck beds to ensure that the mixture will not become contaminated.When a release agent is necessary,use a release agent on the Department's MPL to coat the truck bed. . 4.4. Placement Operations.Prepare the surface by removing objectionable material such as moisture,dirt, sand,leaves and other loose impediments before placing the mixture.Coordinate mixture delivery and paver speed to ensure a continuous placement operation.Suspend placement operations when,in the opinion of 594 292 the Engineer,a continuous paving operation is not maintained.Place the mixture to produce a smooth, finished surface with a uniform appearance and texture that meet typical section requirements.Offset longitudinal joints of successive courses of stabilized base by at least 6 in.Place the mix adjacent to gutters and structures so that the pavement will drain properly. 4.4.1. Weather Conditions.Tack coat and mixture may be placed only when the roadway surface temperature is 60°F or higher unless otherwise approved.Measure the roadway surface temperature with a handheld infrared thermometer.Place tack coat or mixtures only when the Engineer determines that general weather conditions and moisture conditions of the roadway surface are suitable.The Engineer may waive placement temperature requirements. 4.4.2. Tack Coat.Clean the surface before placing the tack coat.Unless otherwise approved,apply tack coat uniformly at a rate between 0.04 and 0.10 gal.of residual asphalt per square yard of surface area.Apply a thin,uniform tack coat to all contact surfaces of curbs,structures,and joints.Prevent splattering of tack coat when placed adjacent to curbs,gutters,and structures.Roll the tack coat with a pneumatic tire roller unless otherwise directed.The Engineer may use Tex-243-F to verify that the tack coat has adequate adhesive properties.The Engineer may suspend paving operations until there is adequate adhesion.The Engineer may waive the requirement to place tack coat. 4.4.3. Lay-Down Operations.Dump and spread the asphalt mixture on the approved prepared surface with a spreading and finishing machine.Place the material without tearing,shoving,gouging,or segregating the mixture. Do not jar or bounce the finishing machine when loading it.Obtain the required lines and grades without hand finishing.The Engineer may authorize hand finishing when the mixture is: • placed in a narrow strip along the edge of existing pavement, • used to level small areas,or ■ placed in small irregular areas where the use of a finishing machine is not practical. Leveling courses and other areas may be spread with a motor grader when shown on the plans or approved. When hot-mix is placed in windrows,operate windrow pick-up equipment so that substantially all the mixture deposited on the roadbed is picked up and loaded into the spreading and finishing machine. Adjust the hopper flow gates of the spreading and finishing machine to provide an adequate and consistent flow of material.Operate the augers at least 85%'of the time.Keep the augers one-half to three-quarters full of mixture.Maintain an adequate flow of material to the center of the paver for the full width of the mat. Immediately take appropriate corrective action if surface irregularities including but not limited to segregation, rutting,raveling,flushing,fat spots,mat slippage,color,texture,roller marks,tears,gouges,or streaks are detected.Continue placement for no more than one day of production while appropriate action is taken.If no appropriate corrective action is taken or if the problem still exists after one day,suspend paving until the Engineer approves further production. 4.5. Compaction.Uniformly compact the pavement to the density requirements of this Item.Use the procedure described in Tex-207-F,Part IV,to establish the rolling pattern.Do not use pneumatic tire rollers if excessive pickup of fines by roller tires occurs. When using three-wheel,tandem,or vibratory rollers,first roll the joint with the adjacent pavement.Continue rolling longitudinally at the sides,proceeding toward the center of the pavement,and overlap.successive trips - by at least one foot unless otherwise directed. Make alternate trips of the roller slightly different in length.-, Begin rolling of superelevated curves at the low side and proceed toward the high side unless otherwise directed. When operating vibratory rollers: • do not operate in vibrating mode when stationary; 595 • 292 • do not operate in vibrating mode when changing directions; . • do not operate in vibrating mode on mats with a plan depth of less than 1-1/2 in.; • do not allow the roller to stand on pavement that has not been fully compacted; • do not operate when in contact with the compacted,finished pavement structure layer; ■ in case of over-vibration resulting in disruption of the compacted material,rework and recompact or replace the damaged material at the Contractor's expense; ■ roll at a speed producing at least 10 blows per foot unless otherwise directed; ■ keep the drums moist with water without using excess water;and • do not drop diesel,gasoline,oil,grease,or other foreign matter on the pavement. Where specific air void requirements are waived,furnish and operate compaction equipment as approved. Use lightly oiled tamps to thoroughly compact the edges of the pavement along curbs,headers,and similar structures and in locations that will not permit thorough compaction with rollers.The Engineer may require rolling with a trench roller on widened areas,in trenches,and in other limited areas. In-place compaction control is required for all mixtures.Complete all rolling for compaction before the mixture temperature drops below 175°F.Unless otherwise shown on the plans,use density control. 4.5.1. Density Control.Determine the number and type of rollers needed to obtain the required density.Operate the rollers in accordance with the requirements of this specification and as approved. Place and compact material to a minimum of 97.0%density as determined by Tex-126-E or as shown on the plans.The Engineer will determine laboratory-molded density in accordance with Tex-126-E from material sampled at the plant.Actual in-place density will be determined in accordance with Tex-126-E unless otherwise directed.Unless otherwise shown on the plans,obtain required roadway specimens as directed. The Engineer will measure air voids in accordance with Tex-207-F.When a satisfactory correlation to results obtained in accordance with Tex-126-E is shown,other methods of determining in-place compaction may be used. If in-place density is more than 1.0%below minimum density,cease production immediately.If in-place density is between 0.1%and 1.0%below minimum density,investigate the causes and make the necessary corrections.If minimum density is not obtained within one full day of operation,cease production. Resume production after placing a test section of one lane width and a maximum 0.2 miles long that demonstrates that minimum density can be obtained.Repeat this procedure until producing a test section that meets minimum density requirements.Place no more than 2 test sections per day.Increasing the asphalt content of the mixture to increase in-place density is allowed by approval only. 4.5.2. Ordinary Compaction.Furnish the type,size and number of rollers required for compaction,as approved or directed.Use at least one pneumatic tire roller.Pneumatic tire rollers will provide a minimum of 80 psi ground contact pressure when used for compaction and a minimum of 55 psi ground contact pressure when used for kneading and sealing the surface. Establish rolling patterns in accordance with Tex-207-F,Part IV,unless otherwise directed.Follow the selected rolling pattern unless changes in mixture or placement conditions that affect compaction occur. When changes occur,establish a new rolling pattern. 4.6. Sampling and Testing. 4.6.1. Production Sampling. 4.6.1.1. Mixture Sampling.The Engineer will obtain mixture samples in accordance with Tex-222-F. 596 292 4.6.1.2. Asphalt Binder Sampling.The Engineer will obtain at least one 1-quart sample of the asphalt binder used during the project,labeled with date and time,sampled from a port located immediately upstream from the mixing drum or pug mill.The sample will be taken in accordance with Tex-500-C,Part II. 4.6.2. Production Testing.The Engineer will perform production tests. 4.6.2.1. Operational Tolerances.The Engineer will determine compliance with operational tolerances.The gradation of the aggregate must be within the master grading limits for the specified grade except that a tolerance of 2%is allowed on the sieve size for each mixture grade that shows 100%passing in Table 2. Ensure that the asphalt content does not vary by more than 0.5%from the design target. 4.6.2.2. Individual Loads of Asphalt-Stabilized Base.The Engineer retains the right to reject individual truckloads of asphalt-stabilized base when it is evident that the material quality is unacceptable.When a load is rejected for reasons other than temperature,the Contractor may request that the rejected load be tested.Make this request within 4 hours of rejection.If Department test results are within the operational tolerances listed in Section 292.4.6.2.1.,"Operational Tolerances,"payment will be made for the load.If Department test results are not within operational tolerances,no payment will be made for the load. 4.6.3. Placement Sampling and Testing.Obtain two 6-in.diameter cores side by side at locations selected by the Engineer.Provide the Engineer an opportunity to witness the coring operation and measure the core thickness.Mark the cores for identification.Immediately after obtaining the cores,dry the core holes and tack the sides and bottom.Fill the hole with the same type of mixture and properly compact the mixture.Other methods of repairing the core holes are allowed when approved. Trim the cores,if necessary,and deliver them to the Engineer within one working day following placement operations unless otherwise approved. 4.6.3.1. In-Place Air Voids.The Engineer will measure in-place air voids in accordance with Tex-207-F and Tex-227-F to verify that in-place density requirements of Section 292.4.5.1.,"Density Control,"are met. 4.6.3.2. Irregularities.Remove and replace,at the expense of the Contractor and to the satisfaction of the Engineer, any mixture that does not bond to the existing pavement or has other surface irregularities identified by the Engineer. . 4.6.3.3. Production Binder Properties.The Engineer may take cores or other production samples at random from the project to determine recovered asphalt properties.Asphalt binders with an aging ratio greater than 3.5 do not meet requirements for recovered asphalt properties and may be deemed defective when tested and evaluated by the Construction Division.The aging ratio,as determined in accordance with AASHTO T 315,is the DSR value of the extracted binder divided by the DSR value of the original unaged binder.The binder from RAP will be included proportionally as part of the original unaged binder.The Engineer may require the defective material be removed and replaced at the Contractor's expense.The asphalt binder will be recovered for testing from cores in accordance with Tex-211-F. 4.7. Surface Finish.Use Surface Test Type A in accordance with Item 585,"Ride Quality for Pavement Surfaces,"unless otherwise shown on the plans. . 4.8. Opening to Traffic.Open the completed course to traffic when permitted or directed.If the surface ravels, flushes,ruts,or deteriorates in any manner before final acceptance,correct it at the Contractor's expense and to the satisfaction of the Engineer. 5. MEASUREMENT Asphalt-treated base will be measured by the ton as a composite mixture of asphalt,aggregate, RAP,and additives noted on the plans and approved.Measurement will be made using scales meeting the requirements of Item 520,'Weighing and Measuring Equipment." 597 292 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Asphalt Stabilized Base"of the grade and binder type specified.This price is full compensation for furnishing and disposing of materials,producing trial batches, loading,hauling,placing,compacting,sampling,testing,replacing defective material,furnishing scales and labor for weighing and measuring,and equipment,labor,tools,and incidentals.State-owned RAP from sources designated on the plans shown to be available will be provided to the Contractor at no cost. • • 598 305 Item 305 *® Salvaging, Hauling, and Stockpiling Reclaimable T Asphalt Pavement of of7iansportatlon 1. DESCRIPTION Salvage,haul,and stockpile existing asphalt material. 2. CONSTRUCTION Remove dirt,raised pavement markings,and other debris,as directed.Remove the reclaimable asphalt material as shown on the plans or as directed. Ensure that 95%of the reclaimed material passes a 2 in. sieve unless otherwise shown on the plans.Do not contaminate asphalt material during its removal, transportation,or storage.Repair remaining pavement that is damaged by the removal operations. Provide a clean,smooth,and well-drained stockpile area free of trash,weeds,and grass.Separate different types or quality of asphalt material into different stockpiles as directed.Stockpile material as shown on the plans or as directed. The Department retains ownership of the reclaimed asphalt material unless otherwise shown on the plans. The plans or the Engineer may allow or require the use of salvaged material for other items in the Contract. Stockpile the salvaged material at the location shown on the plans or as directed if not used in other construction items of this Contract. 3. MEASUREMENT - This Item will be measured by the cubic yard of material calculated by the average end area method in the stockpile,or the square yard in its original position. 4. PAYMENT ' The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Salvaging,Hauling,and Stockpiling Reclaimable Asphalt Pavement"for cubic yard measurement,and for"Salvaging,Hauling,and Stockpiling Reclaimable Asphalt Pavement(Depth Specified)"for square yard measurement.This price is full compensation for cleaning and removing existing pavement;stockpile area preparation;loading,crushing or breaking,hauling, and stockpiling material;and material,equipment,labor,tools,supplies,and incidentals. 599 310 Item 310 Prime Coat f'Texas ;on 1. DESCRIPTION Prepare and treat existing or newly constructed surface with an asphalt binder or other specialty prime coat binder material.Apply blotter material as required. 2. MATERIALS 2.1. Binder.Use material of the type and grade shown on the plans in accordance with Item 300,"Asphalts,Oils, and Emulsions,"or as listed in the Department's MPL for prime coat binders. 2.2. Blotter.Use either base course sweepings obtained from cleaning the base or native sand as blotter materials unless otherwise shown on the plans or approved. 3. EQUIPMENT Provide applicable equipment in accordance with Article 316.3.,"Equipment." 4. CONSTRUCTION 4.1. General.Apply the mixture when the air temperature is at or above 60°F,or above 50°F and rising. Measure the air temperature in the shade away from artificial heat.The Engineer will determine when weather conditions are suitable for application. Do not permit traffic,hauling,or placement of subsequent courses over freshly constructed prime coats. Maintain the primed surface until placement of subsequent courses or acceptance of the work. 4.2. Surface Preparation.Prepare the surface by sweeping or other approved methods.Lightly sprinkle the surface with water before applying bituminous material,when directed,to control dust and ensure absorption. 4.3. • Application. 4.3.1. Binder.The Engineer will select the application temperature within the limits recommended in Item 300, "Asphalts,Oils,and Emulsions,"or by the material manufacturer.Apply material within 15°F of the selected temperature but do not exceed the maximum allowable temperature. Distribute the material smoothly and evenly at the rate selected by the Engineer.Roll the freshly applied prime coat with a pneumatic-tire roller to ensure penetration when directed. 4.3.2. Blotter.Spread blotter material before allowing traffic to use a primed surface.Apply blotter material to primed surface at the specified rate when"Prime Coat and Blotter'is shown on the plans as a bid item or as directed.Apply blotter to spot locations when"Prime Coat"is shown on the plans as a bid item or as directed to accommodate traffic movement through the work area.Remove blotter material before placing the surface.Dispose of blotter material according to applicable state and federal requirements. 5. MEASUREMENT This Item will be measured by the gallon of binder placed and accepted. • 600 310 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Prime Coat"or"Prime Coat and Blotter"of the type and grade of binder specified.This price is full compensation for cleaning and sprinkling the area to be primed;materials,including blotter material;and rolling,equipment,labor,tools,and incidentals. • • 601 340 Item 340 Dense-Graded Hot-Mix Asphalt (Small Quantity) FTUOfl 1. DESCRIPTION Construct a hot-mix asphalt(HMA)pavement layer composed of a compacted,dense-graded mixture of aggregate and asphalt binder mixed hot in a mixing plant.This specification is intended for small quantity. (SQ)HMA projects,typically under 5,000 tons total production. 2. MATERIALS Furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications. Notify the Engineer of all material sources and before changing any material source or formulation.The Engineer will verify that the specification requirements are met when the Contractor makes a source or ' formulation change,and may require a new laboratory mixture design,trial batch,or both.The Engineer may sample and test project materials at any time during the project to verify specification compliance in accordance with Item 6,"Control of Materials." 2.1. Aggregate.Furnish aggregates from sources that conform to the requirements shown in Table 1 and as specified in this Section.Aggregate requirements in this Section,including those shown in Table 1,may be modified or eliminated when shown on the plans.Additional aggregate requirements may be specified when shown on the plans.Provide aggregate stockpiles that meet the definitions in this Section for coarse, intermediate,or fine aggregate.Aggregate from reclaimed asphalt pavement(RAP)is not required to meet Table 1 requirements unless otherwise shown on the plans.Supply aggregates that meet the definitions in Tex-100-E for crushed gravel or crushed stone.The Engineer will designate the plant or the quarry as the sampling location. Provide samples from materials produced for the project.The Engineer will establish the Surface Aggregate Classification(SAC)and perform Los Angeles abrasion,magnesium sulfate soundness, and Micro-Deval tests.Perform all other aggregate quality tests listed in Table 1.Document all test results on the mixture design report.The Engineer may perform tests on independent or split samples to verify Contractor test results.Stockpile aggregates for each source and type separately.Determine aggregate gradations for mixture design and production testing based on the washed sieve analysis given in Tex-200-F, Part II. 2.1.1. Coarse Aggregate.Coarse aggregate stockpiles must have no more than 20%material passing the No.8 sieve.Aggregates from sources listed in the Department's Bituminous Rated Source Quality Catalog (BRSQC)are preapproved for use.Use only the rated values for hot-mix listed in the BRSQC.Rated values for surface treatment(ST)do not apply to coarse aggregate sources used in hot-mix asphalt. • For sources not listed on the Department's BRSQC: • build an individual stockpile for each material; • request the Department test the stockpile for specification compliance;and ■ once approved,do not add material to the stockpile unless otherwise approved. Provide aggregate from non-listed sources only when tested by the Engineer and approved before use.Allow 30 calendar days for the Engineer to sample,test,and report results for non-listed sources. Provide coarse aggregate with at least the minimum SAC shown on the plans.SAC requirements only apply to aggregates used on the surface of travel lanes.SAC requirements apply to aggregates used on surfaces other than travel lanes when shown on the plans.The SAC for sources on the Department's Aggregate Quality Monitoring Program(AQMP)(Tex-499-A)is listed in the BRSQC. 602 340 2.1.1.1. Blending Class.A and Class B Aggregates.Class B aggregate meeting all other requirements in Table 1 may be blended with a Class A aggregate to meet requirements for Class A materials.Ensure that at least 50%by weight,or volume if required,of the material retained on the No.4 sieve comes from the Class A aggregate source when blending Class A and B aggregates to meet a Class A requirement.Blend by volume if the bulk specific gravities of the Class A and B aggregates differ by more than 0.300.Coarse aggregate from RAP and Recycled Asphalt Shingles(RAS)will be considered as Class B aggregate for blending purposes. The Engineer may perform tests at any time;during production,when the Contractor blends Class A and B aggregates to meet a Class A requirement,to ensure that at least 50%by weight,or volume if required,of the material retained on the No.4 sieve comes from the Class A aggregate source.The Engineer will use the Department's mix design Excel template,when electing to verify conformance,to calculate the percent of Class A aggregate retained on the No.4 sieve by inputting the bin percentages shown from readouts in the control room at the time of production and stockpile gradations measured at the time of production.The • Engineer may determine the gradations based on either washed or dry sieve analysis from samples obtained from individual aggregate cold feed bins or aggregate stockpiles.The Engineer may perform spot checks using the gradations supplied by the Contractor on the mixture design report as an input for the Excel template;however,a failing spot check will require confirmation with a stockpile gradation determined by the Engineer. 2.1.2. Intermediate Aggregate.Aggregates not meeting the definition of coarse or fine aggregate will be defined as intermediate aggregate.Supply intermediate aggregates,when used,that are free from organic impurities. The Engineer may test the intermediate aggregate in accordance with Tex-408-A to verify the material is free from organic impurities.Supply intermediate aggregate from coarse aggregate sources,when used,that meet the requirements shown in Table 1 unless otherwise approved. Test the stockpile if 10%or more of the stockpile is retained on the No.4 sieve,and verify that it meets the requirements in Table 1 for crushed face count(Tex-460-A).and flat and elongated particles(Tex-280-F). 2.1.3. Fine Aggregate.Fine aggregates consist of manufactured sands,screenings,and field sands.Fine aggregate stockpiles must meet the gradation requirements in Table 2.Supply fine aggregates that are free from organic impurities.The Engineer may test the fine aggregate in accordance with Tex-408-A to verify the material is free from organic impurities.No more than 15%of the total aggregate may be field sand or other uncrushed fine aggregate.Use fine aggregate,.with the exception of field sand,from coarse aggregate sources that meet the requirements shown in Table 1 unless otherwise approved. Test the stockpile if 10%or more of the stockpile is retained on the No.4 sieve,and verify that it meets the requirements in Table 1 for crushed face count(Tex-460-A)and flat and elongated particles(Tex-280-F). 603 • 340 • Table 1 Aggregate Quality Requirements Property Test Method Requirement Coarse Aggregate SAC Tex-499-A(AQMP) As shown on the plans Deleterious material,%,Max Tex-217-F,Part I 1.5 Decantation,%,Max Tex-217-F,Part II 1.5 Micro-Deval abrasion,% Tex-461-A Note1 Los Angeles abrasion,%,Max Tex-410-A 40 Magnesium sulfate soundness,5 cycles,%,Max Tex-411-A 30 Crushed face count,2%,Min . Tex-460-A,Part I 85 Flat and elongated particles @ 5:1,%,Max Tex-280-F 10 Fine Aggregate Linear shrinkage,%,Max Tex-107-E 3 Combined Aggregate3 Sand equivalent,%,Min Tex-203-F 45 1. Not used for acceptance purposes.Optional test used by the Engineer as an indicator of the need for further investigation. 2. Only applies to crushed gravel. 3. Aggregates,without mineral filler,RAP,RAS,or additives,combined as used in the job-mix formula(JMF). • Table 2 Gradation Requirements for Fine Aggregate Sieve Size %Passing by Weight or Volume 3/8" 100 #8 70-100 #200 0-30 2.2. Mineral Filler.Mineral filler consists of finely divided mineral matter such as agricultural lime,crusher fines, hydrated lime,or fly ash.Mineral filler is allowed unless otherwise shown on the plans.Use no more than 2% hydrated lime or fly ash unless otherwise shown on the plans.Use no more than 1%hydrated lime if a substitute binder is used unless otherwise shown on the plans or allowed.Test all mineral fillers except • hydrated lime and fly ash in accordance with°Tex-107-E to ensure specification compliance.The plans may require or disallow specific mineral fillers.Provide mineral filler,when used,that: • is sufficiently dry,free-flowing,and free from clumps and foreign matter as determined by the Engineer; • does not exceed 3%linear shrinkage when tested in accordance with Tex-107-E;and ■ meets the gradation requirements in Table 3.. Table 3 Gradation Requirements for Mineral Filler Sieve Size %Passing by Weight or Volume #8 100 #200 55-100 2.3. Baghouse Fines.Fines collected by the baghouse or other dust-collecting equipment may be reintroduced into the mixing drum. 2.4. Asphalt Binder.Furnish the type and grade of performance-graded(PG)asphalt specified on the plans. 2.5. Tack Coat.Furnish CSS-1 H,SS-1 H,or a PG binder with a minimum high-temperature grade of PG 58 for tack coat binder in accordance with Item 300,"Asphalts,Oils,and Emulsions."Specialized or preferred tack coat materials may be allowed or required when shown on the plans.Do not dilute emulsified asphalts at the terminal,in the field,or at any other location before use. The Engineer will obtain at least one sample of the tack coat binder per project in accordance with Tex-500-C,Part Ill,and test it to verify compliance with Item 300,"Asphalts,Oils,and Emulsions."The Engineer will obtain the sample from the asphalt distributor immediately before use. 2.6. Additives.Use the type and rate of additive specified when shown on the plans.Additives that facilitate mixing,compaction,or improve the quality of the mixture are allowed when approved.Provide the Engineer 604 340 with documentation,such as the bill of lading,showing the quantity of additives used in the project unless otherwise directed. 2.6.1. Lime and Liquid Antistripping Agent.When lime or a liquid antistripping agent is used,add in accordance with Item 301,"Asphalt Antistripping Agents."Do not add lime directly into the mixing drum of any plant where lime is removed through the exhaust stream unless the plant has a baghouse or dust collection system that reintroduces the lime into the drum. 2.6.2. Warm Mix Asphalt(WMA).Warm Mix Asphalt(WMA)is defined as HMA that is produced within a target temperature discharge range of 215°F and 275°F using approved WMA additives or processes from the Department's MPL. WMA is allowed for use on all projects and is required when shown on the plans.When WMA is required,the maximum placement or target discharge temperature for WMA will be set at a value below 275°F. Department-approved WMA additives or processes may be used to facilitate mixing and compaction of HMA produced at target discharge temperatures above 275°F;however,such mixtures will not be defined as WMA. 2.7. Recycled Materials.Use of RAP and RAS is permitted unless otherwise shown on the plans.Do not exceed the maximum allowable percentages of RAP and RAS shown in Table 4.The allowable percentages shown in Table 4 may be decreased or increased when shown on the plans.Determine asphalt binder content and gradation of the RAP and RAS stockpiles for mixture design purposes in accordance with Tex-236-F.The Engineer may verify the asphalt binder content of the stockpiles at any time during production. Perform other • tests on RAP and RAS when shown on the plans.Asphalt binder from RAP and RAS is designated as recycled asphalt binder.Calculate and ensure that the ratio of the recycled asphalt binder to total binder does not exceed the percentages shown in Table 5 during mixture design and HMA production when RAP or RAS is used.Use a separate cold feed bin for each stockpile of RAP and RAS during HMA production. Surface,intermediate,and base mixes referenced in Tables 4 and 5 are defined as follows: • Surface.The final HMA lift placed at or near the top of the pavement structure; • Intermediate.Mixtures placed below an HMA surface mix and less than or equal to 8.0 in.from the riding surface;and • Base.Mixtures placed greater than 8.0 in.from the riding surface. 2.7.1. RAP.RAP is salvaged,milled,pulverized,broken,or crushed asphalt pavement.Crush or break RAP so that 100%of the particles pass the 2 in.sieve.Fractionated RAP is defined as 2 or more RAP stockpiles,divided into coarse and fine fractions. Use of Contractor-owned RAP,including HMA plant waste,is permitted unless otherwise shown on the plans.Department-owned RAP stockpiles are available for the Contractor's use when the stockpile locations are shown on the plans. If Department-owned RAP is available for the Contractor's use,the Contractor may use Contractor-owned fractionated RAP and replace it with an equal quantity of Department-owned RAP. This allowance does not apply to a Contractor using unfractionated RAP.Department-owned RAP generated through required work on the Contract is available for the Contractor's use when shown on the plans. Perform any necessary tests to ensure Contractor-or Department-owned RAP is appropriate for use.The Department will,not perform any tests or assume any liability for the quality of the Department-owned RAP unless otherwise shown on the plans.The Contractor will retain ownership of RAP generated on the project when shown on the plans. The coarse RAP stockpile will contain only material retained by.processing over a 3/8-in.or 1/2-in.screen unless otherwise approved.The fine RAP stockpile will contain only material passing the 3/8-in.or 1/2-in. screen unless otherwise approved.The Engineer may allow the Contractor to use an alternate to the 3/8-in. or 1/2-in.screen to fractionate the RAP.The maximum percentages of fractionated RAP may be comprised of coarse or fine fractionated RAP or the combination of both coarse and fine fractionated RAP. 605 340 Do not use Department-or Contractor-owned RAP contaminated with dirt or other objectionable materials. Do not use Department-or Contractor-owned RAP if the decantation value exceeds 5%and the plasticity index is greater than 8.Test the stockpiled RAP for decantation in accordance with Tex-406-A,Part I. Determine the plasticity index in accordance with Tex-106-E if the decantation value exceeds 5%.The decantation and plasticity index requirements do not apply to RAP samples with asphalt removed by extraction or ignition. Do not intermingle Contractor-owned.RAP stockpiles with Department-owned RAP stockpiles.Remove unused Contractor-owned RAP material from the project site upon completion of the project.Return unused Department-owned RAP to the designated stockpile location. Table 4 Maximum Allowable Amounts of RAP1 Maximum Allowable Maximum Allowable Fractionated RAP2(%) Unfractionated RAPS(% Surface Intermediate Base Surface Intermediate Base 20.0 30.0 40.0 10.0 10.0 10.0 1. Must also meet the recycled binder to total binder ratio shown in Table 5. 2. Up to 5%RAS may be used separately or as a replacement for fractionated RAP. 3. Unfractionated RAP may not be combined with fractionated RAP or RAS. • 2.7.2. RAS.Use of post-manufactured RAS or post-consumer RAS(tear-offs)is permitted unless otherwise shown on the plans.Up to 5%RAS may be used separately or as a replacement for fractionated RAP in accordance with Table 4 and Table 5.RAS is defined as processed asphalt shingle material from manufacturing of asphalt roofing shingles or from re-roofing residential structures.Post-manufactured RAS is processed manufacturer's shingle scrap by-product.Post-consumer RAS is processed shingle scrap removed from residential structures.Comply with all regulatory requirements stipulated for RAS by the TCEQ.RAS may be used separately or in conjunction with RAP. Process the RAS by ambient grinding or granulating such that 100%of the particles pass the 3/8 in.sieve 'when tested in accordance with Tex-200-F,Part I.Perform a sieve analysis on processed RAS material before extraction(or ignition)of the asphalt binder. Add sand meeting the requirements of Table 1 and Table 2 or fine RAP to RAS stockpiles if needed to keep the processed material workable.Any stockpile that contains RAS will be considered a RAS stockpile and be limited to no more than 5.0%of the HMA mixture in accordance with Table 4. Certify compliance of the RAS with DMS-11000,"Evaluating and Using Nonhazardous Recyclable Materials Guidelines."Treat RAS as an established nonhazardous recyclable material if it has not come into contact with any hazardous materials.Use RAS from shingle sources on the Department's MPL.Remove substantially all materials before use that are not part of the shingle,such as wood,paper,metal,plastic,and felt paper.Determine the deleterious content of RAS material for mixture design purposes in accordance with Tex-217-F,Part Ill.Do not use RAS if deleterious materials are more than 0.5%of the stockpiled RAS unless otherwise approved.Submit a sample for approval before submitting the mixture design.The Department will perform the testing for deleterious material of RAS to determine specification compliance. 2.8. Substitute Binders.Unless otherwise shown on the plans,the Contractor may use a substitute PG binder listed in Table 5 instead of the PG binder originally specified,if the substitute PG binder and mixture made with the substitute PG binder meet the following: ■ the substitute binder meets the specification requirements for the substitute binder grade in accordance with Section 300:2.10.,"Performance-Graded Binders";and • the mixture has less than 10.0 mm of rutting on the Hamburg Wheel test(Tex-242-F)after the number of passes required for the originally specified binder.Use of substitute PG binders may only be allowed at the discretion of the Engineer if the Hamburg Wheel test results are between 10.0 mm and 12.5 mm. • 606 340 Table 5 . Allowable Substitute PG Binders and Maximum Recycled Binder Ratios Originally Specified Maximum Ratio of Recycled Binder1 PG Binder Allowable Substitute PG Binder to Total Binder(%) Surface Intermediate Base HMA 76-222 70-22 or 64-22 20.0 20.0 20.0 • 70-28 or 64-28 30.0 35.0 40.0 70-222 64-22 20.0 20.0 20.0 64-28 or 58-28 30.0 35.0 40.0 64-222 58-28 30.0 35.0 40.0 76-282 70-28 or 64-28 20.0 20.0 20.0 64-34 30.0 35.0 40.0 70-282 64-28 or 58-28 20.0 20.0 20.0 64-34 or 58-34 30.0 35.0 40.0 64-282 58-28 20.0 20.0 20.0 58-34 30.0 35.0 40.0 WMA3 76-222 70-22 or 64-22 30.0 35.0 40.0 70-222 64-22 or 58-28 30.0 . 35.0 40.0 64-224 58-28 30.0 35.0 40.0 76-282 70-28 or 64-28 30.0 35.0 40.0 70-282 64-28 or 58-28 30.0 35.0 40.0 64-284 58-28 I 30.0 35.0 40.0 1. Combined recycled binder from RAP and RAS. 2. Use no more than 20.0%recycled binder when using this originally specified PG binder. 3. WMA as defined in Section 340.2.6.2.,'Warm Mix Asphalt(WMA)." 4. When used with WMA,this originally specified PG binder is allowed for use at the maximum recycled binder ratios shown in this table. 3. EQUIPMENT Provide required or necessary equipment in accordance with Item 320,"Equipment for Asphalt Concrete Pavement." 4. CONSTRUCTION Produce,haul,place,and compact the specified paving mixture. In addition to tests required by the specification,Contractors may perform other QC tests as deemed necessary.At any time during the project, the Engineer may perform production and placement tests as deemed necessary in accordance with Item 5, "Control of the Work."Schedule and participate in a pre-paving meeting with the Engineer on or before the first day of paving unless otherwise directed. 4.1. Certification.Personnel certified by the Department-approved hot-mix asphalt certification program must conduct all mixture designs,sampling,and testing in accordance with Table 6.Supply the Engineer with a list of certified personnel and copies of their current certificates before beginning production and when personnel changes are made.Provide a mixture design developed and signed by a Level 2 certified specialist. J. 607 340 Table 6 • Test Methods,Test Responsibility,and Minimum Certification Levels Test Description Test Method Contractor Engineer Level' . 1.Aggregate and Recycled Material Testing Sampling ) Tex-221-F ✓ ✓ 1A Dry sieve Tex-200-F,Part I ✓ ✓ 1A Washed sieve Tex-200-F,Part II ✓ ✓ 1A Deleterious material Tex-217-F,Parts I&Ill ✓ V 1A Decantation Tex-217-F,Part II V V 1A Los Angeles abrasion Tex-410-A V TxDOT Magnesium sulfate soundness Tex-411-A V TxDOT Micro-Deval abrasion Tex-461-A ✓ 2 Crushed face count Tex-460-A V V 2 Flat and elongated particles Tex-280-F ✓ ✓ 2 Linear shrinkage Tex-107-E V V 2 Sand equivalent Tex-203-F V V 2 Organic impurities Tex-408-A V V 2 2.Asphalt Binder&Tack,Coat Sampling Asphalt binder sampling Tex-500-C,Part II V V 1A/1B Tack coat sampling Tex-500-C,Part III V V 1A/1B 3.Mix Design&Verification Design and JMF changes Tex-204-F V V 2 Mixing Tex-205-F V V 2 Molding(TGC) Tex-206-F V V 1A Molding(SGC) Tex-241-F V V 1A Laboratory-molded density Tex-207-F • V V 1A VMA2(calculation only) Tex-204-F V ✓ 2 Rice gravity Tex-227-F V ✓ 1A Ignition oven correction factors3 Tex-236-F V V 2 Indirect tensile strength Tex-226-F V V 2 Hamburg Wheel test Tex-242-F V V • 2 Boil test Tex-530-C V V 1A 4.Production Testing . Mixture sampling Tex-222-F V V 1A Molding(TGC) Tex-206-F V 1A Molding(SGC) Tex-241-F V 1A Laboratory-molded density Tex-207-F ✓ 1A VMA2(calculation only) Tex-204-F V 1A Rice gravity Tex-227-F V 1A Gradation&asphalt binder content3 Tex-236-F V 1A Moisture content Tex-212-F V 1A Hamburg Wheel test. Tex-242-F V 2A Boil test Tex-530-C 5.Placement Testing Trimming roadway cores Tex-207-F V V 1A/1B ' In-place air voids - Tex-207-F V 1A/1B Establish rolling pattern Tex-207-F V 1 B Ride quality measurement Tex-1001-S V V Noted 1. Level 1A,1 B,and 2 are certification levels provided by the Hot Mix Asphalt Center certification program. 2. Voids in mineral aggregates. 3. Refer to Section 340.4.8.3.,"Production Testing,"for exceptions to using an ignition oven. 4. Profiler and operator are required to be certified at the Texas A&M Transportation Institute facility when Surface Test Type B is specified. 4.2. Reporting,Testing,and Responsibilities.Use Department-provided Excel templates to record and calculate all test data pertaining to the mixture design.The Engineer will use Department Excel templates for any production and placement testing.Obtain the latest version of the Excel templates at http://www.txdot.gov/inside-txdot/forms-publications/consultants-contractors/forms/site-manager.html or from the Engineer. 608 • • 340 The maximum allowable time for the Engineer to exchange test data with the Contractor is as given in Table 7 unless otherwise approved.The Engineer will immediately report to the Contractor any test result that requires suspension of production or placement or that fails to meet the specification requirements. Subsequent mix placed after test results are available to the Contractor,which require suspension of operations,may be considered unauthorized work.Unauthorized work will be accepted or rejected at the discretion of the Engineer in accordance with Article 5.3.,"Conformity with Plans,Specifications,and Special Provisions." Table 7 Reporting.Schedule Description Reported By I Reported To To Be Reported Within Production Testing Gradation Asphalt binder content Laboratory-molded density VMA(calculation) Engineer Contractor 1 working day of Hamburg Wheel test completion of the test Moisture content Boil test Binder tests Placement Testing In-place air voids Engineer Contractor 1 working day of completion of the tests 1. 2 days are allowed if cores cannot be dried to constant weight within 1 day. • 4.3. Mixture Design. 4.3.1. Design Requirements.The Contractor may design the mixture using a Texas Gyratory Compactor(TGC)or a Superpave Gyratory Compactor(SGC)unless otherwise shown on the plans. Use the typical weight design example given in Tex-204-F,Part I,when using a TGC.Use the Superpave mixture design procedure given in Tex-204-F,Part IV,.when using a SGC.Design the mixture to meet the requirements listed in Tables 1,2, 3,4,5,8,9,and 10. 4.3.1.1. Target Laboratory-Molded Density When The TGC Is Used.Design the mixture at a 96.5%target laboratory-molded density.Increase the target laboratory-molded density to 97.0%or 97.5%at the Contractor's discretion or when shown on the plans or specification. 4.3.1.2. Design Number of Gyrations(Ndesign)When The SGC Is Used.Design the mixture at 50 gyrations (Ndesign).Use a target laboratory-molded density of 96.0%to design the mixture;however,adjustments can be made to the Ndesign value as noted in Table 9.The Ndesign level may be reduced to no less than 35 gyrations at the Contractor's discretion. Use an approved laboratory from the Department's MPL to perform the Hamburg Wheel test in accordance with Tex-242-F,and provide results with the mixture design,or provide the laboratory mixture and request that the Department perform the Hamburg Wheel test.The Engineer will be allowed 10 working days to • provide the Contractor with Hamburg Wheel test results on'the laboratory mixture design. The Engineer will provide the mixture design when shown on the plans.The Contractor may submit a new mixture design at any time during the project.The Engineer will verify and approve all mixture designs (JMF1)before the Contractor can begin production. Provide the Engineer with a mixture design report using the Department-provided Excel template.Include the following items in the report: • the combined aggregate gradation,source,specific gravity,and percent of each material used; • asphalt binder content and aggregate gradation of RAP and RAS stockpiles; • the target laboratory-molded density(or Ndesign level when using the SGC); 609 U 340 • results of all applicable tests; • the mixing and molding temperatures; • the signature of the Level 2 person or persons that performed the design; • the date the mixture design was performed;and • a unique identification number for the mixture design. Table 8 Master Gradation Limits(%Passing by Weight or Volume)and VMA Requirements Sieve A B C D . F Size Coarse Fine Coarse. Fine Fine Base Base Surface Surface Mixture 2" 100.01 - - - - 1-1/2" 98.0-100.0 100.01 - - - 1" 78.0-94.0 98.0-100.0 100.01 - - 3/4" 64.0-85.0 84.0-98.0 95,0-100.0 100.01 - 1/2" 50.0-70.0 - - 98.0-100.0 100.01 3/8" - 60.0-80.0 70.0-85.0 85.0-100.0 98.0-100.0 #4 30.0-50.0 40.0-60.0 43.0-63.0 50.0-70.0 70.0-90.0 #8 22.0-36.0 29.0-43.0 32.0-44.0 35.0-46.0 38.048.0 #30 8.0-23.0 13.0-28.0 14.0-28.0 15.0-29.0 12.0-27.0 #50 3.0-19.0 6.0-20.0 7.0-21.0 7.0-20.0 6.0-19.0 ' #200 2.0-7.0 2.0-7.0 2.0-7.0 2.0-7.0 2.0-7.0 Design VMA,%Minimum 12.0 13.0 14.0 15.0 16.0 Production(Plant-Produced)VMA,%Minimum - 11.5 12.5 13.5 14.5 15.5 1. Defined as maximum sieve size.No tolerance allowed. Table 9 Laboratory Mixture Design Properties Mixture Property Test Method Requirement Target laboratory-molded density,%(TGC) Tex-207-F 96.51 Design gyrations(Ndesign for SGC) Tex-241-F 502 Indirect tensile strength(dry),psi Tex-226-F 85-2003 ' Boil test4 Tex-530-C - 1. Increase to 97.0%or 97.5%at the Contractor's discretion or when shown on the plans or specification. , 2. Adjust within a range of 35-100 gyrations when shown on the plans or specification or when mutually agreed between the Engineer and Contractor. 3. The Engineer may allow the IDT strength to exceed 200 psi if the corresponding Hamburg Wheel rut depth is greater than 3.0 mm and less than 12.5 mm. 4. Used to establish baseline for comparison to production results.May be waived when approved. Table 10 Hamburg Wheel Test Requirements Minimum#of Passes1 High-Temperature Binder Grade Test Method @ 12.5 mm2 Rut Depth,Tested @ , 50°C PG 64 or lower 10,000 PG 70 Tex-242-F 15,000 PG 76 or higher ; 20,000 1. May be decreased or waived when shown on the plans. 2. When the rut depth at the required minimum number of passes is less than 3 mm,the Engineer may require the Contractor to increase the target laboratory-molded density (TGC)by 0.5%to no more than 97.5%or lower the Ndesign level(SGC)to no less than 35 gyrations. 4.3.2. Job-Mix Formula Approval.The job-mix formula(JMF)is the combined aggregate gradation,target laboratory-molded density(or Ndesign level),and target asphalt percentage used to establish target values 610 340 for hot-mix production.JMF1 is the original laboratory mixture design used to produce the trial batch.When WMA is used,JMF1 may be designed and submitted to the Engineer without including the WMA additive. When WMA is used,document the additive or process used and recommended rate on the JMF1 submittal. Furnish a mix design report(JMF1)with representative samples of all component materials and request approval to produce the trial batch.Provide approximately 10,000 g of the design mixture and request that the Department perform the Hamburg Wheel test if opting to have the Department perform the test.The Engineer will verify JMF1 based on plant-produced mixture from the trial batch unless otherwise determined. The Engineer may accept an existing mixture design previously used on a Department project and may waive the trial batch to verify JMF1.Provide split samples of the mixtures and blank samples used to determine the ignition oven correction factors.The Engineer will determine the aggregate and asphalt correction factors from the ignition oven used for production testing in accordance with Tex-236-F. The Engineer will use a TGC calibrated in accordance with Tex-914-K in molding production samples. Provide an SGC at the Engineer's field laboratory for use in molding production samples if the SGC is used to design the mix. The Engineer may perform Tex-530-C and retain the tested sample for comparison purposes during production.The Engineer may waive the requirement for the boil test. 4.3.3. JMF Adjustments.If JMF adjustments are necessary to achieve the specified requirements,the adjusted JMF must: • be provided to the Engineer in writing before the start of a new lot; • be numbered in sequence to the previous JMF; ▪ meet the mixture requirements in Table 4 and Table 5; • meet the master gradation limits shown in Table 8;and • be within the operational tolerances of the current JMF listed in Table 11. The Engineer may adjust the asphalt binder content to maintain desirable laboratory density near the optimum value while achieving other mix requirements. Table 11 Operational Tolerances Description Test Method Allowable Difference Between Allowable Difference Trial Batch and JMF1 Target from Current JMF Target Individual%retained for#8 sieve and larger ±5.01,2 Individual%retained for sieves smaller than#8 and Tex-200-F Must be within larger than#200 or master grading limits 0.01,2 %passing the#200 sieve Tex-236-F. in Table 8 ±2 01 2 Asphalt binder content,% Tex-236-F ±0.5 ±0.32 • Laboratory-molded density,% Tex-207-F ±1.0 ±1.0 VMA,%,min Tex-204-F Note3 Note3 1. When within these tolerances,mixture production gradations may fall outside the master grading limits;however,the%passing the #200 will be considered out of tolerance when outside the master grading limits. 2. Only applies to mixture produced for Lot 1 and higher. 3. Mixture is required to meet Table 8 requirements. . 4.4. Production Operations.Perform,a new trial batch when the plant or plant location is changed.Take corrective action and receive approval to proceed after any production suspension for noncompliance to the specification.Submit a new mix design and perform a new trial batch when the asphalt binder content of: • any RAP stockpile used in the mix is more than 0.5%higher than the value shown on the mixture design report;or • RAS stockpile used in the mix is more than 2.0%higher than the value shown on the mixture design report. , 4.4.1. Storage and Heating of Materials.Do not heat the asphalt binder above the temperatures specified in Item 300,"Asphalts,Oils,and Emulsions,"or outside the manufacturer's recommended values.Provide the Engineer with daily records of asphalt binder and hot-mix asphalt discharge temperatures(in legible and 611 340 discernible increments)in accordance with Item 320,"Equipment for Asphalt Concrete Pavement,"unless otherwise directed.Do not store mixture for a period long enough to affect the quality of the mixture,nor in any case longer than 12 hr.unless otherwise approved. 4.4.2. Mixing and Discharge of Materials.Notify the Engineer of the target discharge temperature and produce the mixture within 25°F of the target.Monitor the temperature of the material in the truck before shipping to ensure that it does not exceed 350°F(or 275°F for WMA)and is not lower than 215°F.The Department will not pay for or allow placement of any mixture produced above 350°F. Produce WMA within the target discharge temperature range of 215°F and 275°F when WMA is required. Take corrective action any time the discharge temperature of the WMA exceeds the target discharge range. The Engineer may suspend production operations if the Contractor's corrective action is not successful at controlling the production temperature within the target discharge range.Note that when WMA is produced,it may be necessary to adjust burners to ensure complete combustion such that no burner fuel residue remains in the mixture. Control the mixing time and temperature so that substantially all moisture is removed from the mixture before discharging from the plant.The Engineer may determine the moisture content by oven-drying in accordance with Tex-212-F,Part II,and verify that the mixture contains no more than 0.2%of moisture by weight.The Engineer will obtain the sample immediately after discharging the mixture into the truck,and will perform the test promptly. 4.5. Hauling Operations.Clean all truck beds before use to ensure that mixture is not contaminated.Use a release agent shown on the Department's MPL to coat the inside bed of the truck when necessary. Use equipment for hauling as defined in Section 340.4.6.3.2.,"Hauling Equipment."Use other hauling equipment only when allowed. 4.6. Placement Operations.Collect haul tickets from each load of mixture delivered to the project and provide the Department's copy to the Engineer approximately every hour,or as directed.Use a hand-held thermal camera or infrared thermometer to measure and record the internal temperature of the mixture as discharged from the truck or Material Transfer Device(MTD)before or as the mix enters the paver and an approximate station number or GPS coordinates on each ticket unless otherwise directed.Calculate the daily yield and cumulative yield for the specified lift and provide to the Engineer at the end of paving operations for each day unless otherwise directed.The Engineer may suspend production if the Contractor fails to produce and provide haul tickets and yield calculations by the end of paving operations for each day. Prepare the surface by removing raised pavement markers and objectionable material such as moisture,dirt, sand,leaves,and other loose impediments from the surface before placing mixture.Remove vegetation from • pavement edges.Place the mixture to meet the typical section requirements and produce a smooth,finished surface with a uniform appearance and texture.Offset longitudinal joints of successive courses of hot-mix by at least 6 in.Place mixture so that longitudinal joints on the surface course coincide with lane lines,or as directed.Ensure that all finished surfaces will drain property. Place the mixture at the rate or thickness shown on the plans.The Engineer will use the guidelines in Table 12 to.determine the compacted lift thickness of each layer when multiple lifts are required.The thickness determined is based on the rate of 110 lb./sq.yd.for each inch of pavement unless otherwise shown on the plans. • 612 340 Table 12 Compacted Lift Thickness and Required Core Height Compacted Lift Thickness Guidelines Minimum Untrimmed Core Mixture Type Height(in.)Eligible for Minimum(in.) Maximum(in.) Testing A 3.00 6.00 2.00 B 2.50 5.00 1.75 C 2.00 4.00 1.50 D 1.50 3.00 1.25 F 1.25 2.50 1.25 • 4.6.1. Weather Conditions.Place mixture when the roadway surface temperature is at or above 60°F unless otherwise approved.Measure the roadway surface temperature with a hand-held thermal camera or infrared thermometer.The Engineer may allow mixture placement to begin before the roadway surface reaches the required temperature if conditions are such that the roadway surface will reach the required temperature within 2 hr.of beginning placement operations.Place mixtures only when weather conditions and moisture conditions of the roadway surface are suitable as determined by the Engineer.The Engineer may restrict the Contractor from paving if the ambient temperature is likely to drop below 32°F within 12 hr.of paving. 4.6.2. Tack Coat.Clean the surface before placing the tack coat.The Engineer will set the rate between 0.04 and 0.10 gal.of residual asphalt per square yard of surface area.Apply a uniform tack coat at the specified rate unless otherwise directed.Apply the tack coat in a uniform manner to avoid streaks and other irregular patterns.Apply a thin,uniform tack coat to all contact surfaces of curbs,structures,and all joints.Allow adequate time for emulsion to break completely before placing any material.Prevent splattering of tack coat when placed adjacent to curb,gutter,and structures.Roll the tack coat with a pneumatic-tire roller to remove streaks and other irregular patterns when directed. 4.6.3. Lay-Down Operations. 4.6.3.1. Windrow Operations.Operate windrow pickup equipment so that when hot-mix is placed in windrows substantially all the mixture deposited on the roadbed is picked up and loaded into the paver. 4.6.3.2. Hauling Equipment.Use belly dumps,live bottom,or end dump trucks to haul and transfer mixture; however,with exception of paving miscellaneous areas,end dump trucks are only allowed when used in conjunction with an MTD with remixing capability unless otherwise allowed. • 4.6.3.3. Screed Heaters.Turn off screed heaters,to prevent overheating of the mat,if the paver stops for more than 5 min. 4.7. Compaction.Compact the pavement uniformly to contain between 3.8%and 8.5%in-place air voids. Furnish the type,size,and number of rollers required for compaction as approved.Use a pneumatic-tire roller to seal the surface unless excessive pickup of fines occurs.Use additional rollers as required to remove any roller marks.Use only water or an approved release agent on rollers,tamps,and other compaction equipment unless otherwise directed. Use the control strip method shown in Tex-207-F,Part IV,on the first day of production to establish the rolling pattern that will produce the desired in-place air voids unless otherwise directed. Use tamps to thoroughly compact the edges of the pavement along curbs,headers,and similar structures and in locations that will not allow thorough compaction with rollers.The Engineer may require rolling with a trench roller on widened areas,in trenches,and in other limited areas. Complete all compaction operations before the pavement temperature drops below 160°F unless otherwise allowed.The Engineer may allow compaction with a light finish roller operated in static mode for pavement temperatures below 160°F. 613 340 Allow the compacted pavement to cool to 160°F or lower before opening to traffic unless otherwise directed. Sprinkle the finished mat with water or limewater,when directed,to expedite opening the roadway to traffic. 4.8. Production Acceptance. 4.8.1. Production Lot.Each day of production is defined as a production lot.Lots will be sequentially numbered and correspond to each new day of production.Note that lots are not subdivided into sublots for this specification. 4.8.2. Production Sampling. 4.8.2.1. Mixture Sampling.The Engineer may obtain mixture samples in accordance with Tex-222-F at any time during production. 4.8.2.2. Asphalt Binder Sampling.The Engineer may obtain or require the Contractor to obtain 1 qt.samples of the asphalt binder at any time during production from a port located immediately upstream from the mixing drum or pug mill in accordance with Tex-500-C,Part II.The Engineer may test any of the asphalt binder samples to verify compliance with Item 300,"Asphalts,Oils,and Emulsions." 4.8.3. Production Testing.The Engineer will test at the frequency listed in the Department's Guide Schedule of Sampling and Testing and this specification.The Engineer may suspend production if production tests do not meet specifications or are not within operational tolerances listed in Table 11.Take immediate corrective action if the Engineer's laboratory-molded density on any sample is less than 95.0%or greater than 98,0%, to bring the mixture within these tolerances.The Engineer may suspend operations if the Contractor's corrective actions do not produce acceptable results.The Engineer will allow production to resume when the proposed corrective action is likely to yield acceptable results. The Engineer may use alternate methods for determining the asphalt binder content and aggregate gradation if the aggregate mineralogy is such that Tex-236-F does not yield reliable results.Use the applicable test procedure if an alternate test method is selected. Table 13 Production and Placement Testing Description Test Method Individual%retained for#8 sieve and larger Tex-200-F Individual%retained for sieves smaller than#8 and larger than#200 or %passing the#200 sieve Tex-236-F Laboratory-molded density Laboratory-molded bulk specific gravity Tex-207-F In-Place air voids VMA Tex-204-F Moisture content Tex-212-F,Part II Theoretical maximum specific(Rice)gravity Tex-227-F Asphalt binder content Tex-236-F Hamburg Wheel test Tex-242-F Recycled Asphalt Shingles(RASP Tex-217-F,Part III Asphalt binder sampling and testing Tex-500-C Tack coat sampling and testing Tex-500-C,Part III I Boil test Tex-530-C 1. Testing performed by the Construction Division or designated laboratory. 4.8.3.1. Voids in Mineral Aggregates(VMA).The Engineer may determine the VMA for any production lot.Take immediate corrective action if the VMA value for any lot is less than the minimum VMA requirement for production listed in Table 8.Suspend production and shipment.of the mixture if the Engineer's VMA result is more than 0.5%below the minimum VMA requirement for production listed in Table 8. In addition to suspending production,the Engineer may require removal and replacement or may allow the lot to be left in place without payment. 614 340 4.8.3.2. Hamburg Wheel Test.The Engineer may perform a Hamburg Wheel test at any time during production, including when the boil test indicates a change in quality from the materials submitted for JMF1.In addition to ' testing production samples,the Engineer may obtain cores and perform Hamburg Wheel tests on any areas of the roadway where rutting is observed.Suspend production until further Hamburg Wheel tests meet the specified values when the production or core samples fail the Hamburg Wheel test criteria in Table 10.Core samples,if taken,will be obtained from the center of the finished mat or other areas excluding the vehicle wheel paths.The Engineer may require up to the entire lot of any mixture failing the Hamburg Wheel test to be removed and replaced at the Contractor's expense. If the Department's or Department-approved laboratory's Hamburg Wheel test results in a"remove and replace"condition,the Contractor may request that the Department confirm the results by re-testing the failing material.The Construction Division will perform the Hamburg Wheel tests and determine the final disposition of the material in question based on the Department's test results. 4.8.4. Individual Loads of Hot-Mix.The Engineer can reject individual truckloads of hot-mix.When a load of hot- mix is rejected for reasons other than temperature,contamination,or excessive uncoated particles,the Contractor may request that the rejected load be tested. Make this request within 4 hr.of rejection.The, . Engineer will sample and test the mixture.If test results are within the operational tolerances shown in Table • 11,payment will be made for the load.If test results are not within operational tolerances,no payment will be made for the load. 4.9. Placement Acceptance. 4.9.1. Placement Lot.A placement lot is defined as the area placed during a production'lot(one day's production). Placement lot numbers will correspond with production lot numbers. 4.9.2. Miscellaneous Areas.Miscellaneous areas include areas that typically involve significant handwork or discontinuous paving operations,such as temporary detours,driveways,mailbox turnouts,crossovers, gores,spot level-up areas,and other similar areas.Miscellaneous areas also include level-ups and thin overlays when the layer thickness specified on the plans is less than the minimum untrimmed core height eligible for testing shown in Table 12.The specified layer thickness is based on the rate of 110 lb./sq.yd.for each inch of pavement unless another rate is shown on the plans.Compact miscellaneous areas in accordance with Section 340.4.7.,"Compaction."Miscellaneous areas are not subject to in-place air void determination except for temporary detours when shown on the plans. - 4.9.3. Placement Sampling.Provide the equipment and means to obtain and trim roadway cores on site.On site is defined as in close proximity to where the cores are taken.Obtain the cores within one working day of the time the placement lot is completed unless otherwise approved.Obtain two 6-in.diameter cores side-by-side at each location selected by the Engineer for in-place air void determination unless otherwise shown on the plans.For Type D and Type F mixtures,4-in.diameter cores are allowed.Mark the cores for identification, measure and record the untrimmed core height,and provide the information to the Engineer.The Engineer will witness the coring operation and measurement of the core thickness. Visually inspect each core and verify that the current paving layer is bonded to the underlying layer.Take corrective action if an adequate bond does not exist between the current and underlying layer to ensure that an adequate bond will be achieved during subsequent placement operations. Trim the cores immediately after obtaining the cores from the roadway in accordance with Tex-207-F if the core heights meet the minimum untrimmed value listed in Table 12.Trim the cores on site in the presence of the Engineer.Use a permanent marker or paint pen to record the date and lot number on each core as well as the designation as'Core A or B.The Engineer may require additional information to be marked on the core and may choose to sign or initial the core.The Engineer will take custody of the cores immediately after they are trimmed and will retain custody of the cores until the Department's testing is completed.Before turning the trimmed cores over to the Engineer,the Contractor may wrap the trimmed cores or secure them in a manner that will reduce the risk of possible damage occurring during transport by the Engineer.After testing, the Engineer will return the cores to the Contractor. • • 615 340 The Engineer may have the cores transported back to the Department's laboratory at the HMA plant via the Contractor's haul truck or other designated vehicle.In such cases where the cores will be out of the Engineer's possession during transport,the Engineer will use Department-provided security bags and the Roadway Core Custody protocol located at http:llwww.txdot.govlbusinesslspecifications.htm to provide a secure means and process that protects the integrity of the cores during transport. Instead of the Contractor trimming the cores on site immediately after coring,the Engineer and the Contractor may mutually agree to have the trimming operations performed at an alternate location such as a field laboratory or other similar location.In such cases,the Engineer will take possession of the cores immediately after they are obtained from the roadway and will retain custody of the cores until testing is completed.Either the Department or Contractor representative may perform trimming of the cores.The Engineer will witness all trimming operations in cases where the Contractor representative performs the trimming operation. Dry the core holes and tack the sides and bottom immediately after obtaining the cores.Fill the hole with the same type of mixture and properly compact the.mixture. Repair core holes with other methods when approved. 4.9.4. Placement Testing.The Engineer may measure in-place air voids at any time during the project to verify specification compliance. 4.9.4.1. In-Place Air Voids.The Engineer will measure in-place air voids in accordance with Tex-207-F and Tex-227-F.Cores not meeting the height requirements in Table 12 will not be tested.Before drying to a constant weight,cores may be pre-dried using a Corelok or similar vacuum device to remove excess moisture.The Engineer will use the corresponding theoretical maximum specific gravity to determine the air void content of each core.The Engineer will use the average air void content of the 2 cores to determine the in-place air voids at the selected location. The Engineer will use the vacuum method to seal the core if required by Tex-207-F.The Engineer will use the test results from the unsealed core if the sealed core yields a higher specific gravity than the unsealed core.After determining the in-place air void content,the Engineer will return the cores and provide test results to the Contractor. Take immediate corrective action when the in-place air voids exceed the range of 3.8%and 8.5%to bring the operation within these tolerances.The Engineer may suspend operations or require removal and replacement if the in-place air voids are less than 2.7%or greater than 9.9%.The Engineer will allow paving to resume when the proposed corrective action is likely to yield between 3.8%and 8.5%in-place air voids. Areas defined in Section 340.9.2.,"Miscellaneous Areas,"are not subject to in-place air void determination. 4.9.5. Irregularities.Identify and correct irregularities including segregation,rutting,raveling,flushing,fat spots, mat slippage,irregular color,irregular texture,roller marks,tears,gouges,streaks,uncoated aggregate particles,or broken aggregate particles.The Engineer may also identify irregularities,and in such cases,the Engineer will promptly notify the Contractor.If the Engineer determines that the irregularity will adversely affect pavement performance,the Engineer may require the Contractor to remove and replace(at the Contractor's expense)areas of the pavement that contain irregularities and areas where the mixture does not bond to the existing pavement. If irregularities are detected,the Engineer may require the Contractor to immediately suspend operations or may allow the Contractor to continue operations for no more than one day while the Contractor is taking appropriate corrective action. 4.9.6. Ride Quality.Use Surface Test Type A to evaluate ride quality in accordance with`Item 585,"Ride Quality for Pavement Surfaces,"unless otherwise shown on the plans. 5. MEASUREMENT Hot mix will be measured by the ton of composite hot-mix,which includes asphalt,aggregate,and additives. Measure the weight on scales in accordance with Item 520,'Weighing and Measuring Equipment." • 616 340 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under Section 340.5.,"Measurement,"will be paid for at the unit bid price for"Dense Graded Hot-Mix-Asphalt(SQ)" of the mixture type,SAC,and binder specified.These prices are full compensation for surface preparation, materials including tack coat,placement,equipment,labor,tools,and incidentals. Trial batches will not be paid for unless they are included in pavement work approved by the Department. - Pay adjustment for ride quality,if applicable,will be determined in accordance with Item 585,"Ride Quality for Pavement Surfaces." 617 360 Item 360 Concrete Pavement FTt10n 1. DESCRIPTION Construct hydraulic cement concrete pavement with or without curbs on the concrete pavement. 2. MATERIALS 2.1. Hydraulic Cement Concrete.Provide hydraulic cement concrete in accordance with Item 421,"Hydraulic Cement Concrete."Use compressive strength testing unless otherwise shown on the plans.Provide Class P concrete designed to meet a minimum average compressive strength of 3,200 psi or a minimum average_ flexural strength of 450 psi at 7 days or a minimum average compressive strength of 4,000 psi or a minimum average flexural strength of 570 psi at 28 days.Test in accordance with Tex-448-A or Tex-418-A. Obtain written approval if the concrete mix design exceeds 520 lb.of cementitious material. Use coarse aggregates for continuously reinforced concrete pavements to produce concrete with a coefficient of thermal expansion not more than 5.5 x 10-6 in./in./°F.Provide satisfactory Tex-428-A test data from an approved testing laboratory if the coarse aggregate coefficient of thermal expansion listed on the Department's Concrete Rated Source Quality Catalog is not equal to or less than 5.5 x 10-6'11/in./°F. Provide Class HES concrete for very early opening of small pavement areas or leave-outs to traffic when shown on the plans or allowed.Design Class HES to meet the requirements of Class P and a minimum - average compressive strength of 3,200 psi or a minimum average flexural strength of 450 psi in 24 hr., • unless other early strength and time requirements are shown on the plans or allowed. - • Use Class A or P concrete for curbs that are placed separately from the pavement.Provide concrete that is workable and cohesive,possesses satisfactory finishing qualities,and conforms to the mix design and mix design slump. 2.2. Reinforcing Steel.Provide Grade 60 or above,deformed steel for bar reinforcement in accordance with Item 440,"Reinforcement for Concrete."Provide positioning and supporting devices(baskets and chairs) capable of securing and holding the reinforcing steel in proper position before and during paving.Provide corrosion protection when shown on the plans. 2.2.1. Dowels.Provide smooth,straight dowels of the size shown on the plans,free of burrs,and conforming to the requirements of Item 440,"Reinforcement for Concrete."Coat dowels with a thin film of grease,wax,silicone or other approved de-bonding material.Provide dowel caps on the lubricated end of each dowel bar used in an expansion joint.Provide dowel caps filled with a soft compressible material with enough range of movement to allow complete closure of the expansion joint. 2.2.2. Tie Bars.Provide straight deformed steel tie bars.Provide either multiple-piece tie bars or single-piece tie bars as shown on the plans.Furnish multiple piece tie bar assemblies from the list of approved multiple-piece tie bars that have been prequalified in accordance with DMS-4515"Multiple Piece Tie Bars for Concrete Pavements,"when used.Multiple-piece tie bars used on individual projects must be sampled in accordance with Tex-711-I,and tested in accordance with DMS-4515"Multiple Piece Tie Bars for Concrete Pavements." 2.3. Alternative Reinforcing Materials.Provide reinforcement materials of the dimensions and with the physical properties specified when allowed or required by the plans.Provide manufacturer's certification of required • material properties. 618 360 2.4. Curing Materials.Provide Type 2 membrane curing compound conforming to DMS-4650,"Hydraulic Cement Concrete Curing Materials and Evaporation Retardants."Provide SS-1 emulsified asphalt conforming to Item 300,"Asphalts,Oils,and Emulsions,"for concrete pavement to be overlaid with asphalt concrete under this Contract unless otherwise shown on the plans or approved.Provide materials for other methods of curing conforming to the requirements of Item 422,"Concrete Superstructures."Provide insulating blankets for curing fast track concrete pavement with a minimum thermal resistance(R)rating of 0.5 hour-square foot F/BTU.Use insulating blankets that are free from tears and are in good condition. 2.5. Epoxy.Provide Type III,Class C epoxy in accordance with DMS-6100,"Epoxies and Adhesives,"for installing all drilled-in reinforcing steel.Submit a work plan and request approval for the use of epoxy types other than Type III,Class C. 2.6. Evaporation Retardant.Provide evaporation retardant conforming to DMS-4650.,"Hydraulic Cement Concrete Curing Materials and Evaporation Retardants." 2.7. Joint Sealants and Fillers.Provide Class 5 or Class 8 joint-sealant materials and fillers unless otherwise shown on the plans or approved and other sealant materials of the size,shape,and type shown on the plans in accordance with DMS-6310,"Joint Sealants and Fillers." 3. EQUIPMENT Furnish and maintain all equipment in good working condition.Use measuring,mixing,and delivery equipment conforming to the requirements of Item 421,"Hydraulic Cement Concrete."Obtain approval for other equipment used. 3.1. Placing,Consolidating,and Finishing Equipment.Provide approved self-propelled paving equipment that uniformly distributes the concrete with minimal segregation and provides a smooth machine-finished consolidated concrete pavement conforming to plan line and grade.Provide an approved automatic grade control system on slip-forming equipment.Provide approved mechanically-operated finishing floats capable of producing a uniformly smooth pavement surface. Provide equipment capable of providing a fine,light water fog mist. Provide mechanically-operated vibratory equipment capable of adequately consolidating the concrete. Provide immersion vibrators on the paving equipment at sufficiently close intervals to provide uniform vibration and consolidation of the concrete over the entire width and depth of the pavement and in accordance with the manufacturer's recommendations.Provide immersion vibrator units that operate at a frequency in air of at least 8,000 cycles per minute.Provide enough hand-operated immersion vibrators for timely and proper consolidation of the concrete along forms,at all joints and in areas not covered by other vibratory equipment.Surface vibrators may be used to supplement equipment-mounted immersion vibrators. Provide tachometers to verify the proper operation of all vibrators. For small or irregular areas or when approved,the paving equipment described in this Section is not required. • 3.2. Forming Equipment. 3.2.1. Pavement Forms.Provide metal side forms of sufficient cross-section,strength,and rigidity to support the paving equipment and resist the impact and vibration of the operation without visible springing or settlement. Use forms that are free from detrimental kinks,bends,or warps that could affect ride quality or alignment. Provide flexible or curved metal or wood forms for cUrves of 100-ft.radius or less. 3.2.2. Curb Forms.Provide curb forms for separately placed curbs that are not slipfomied that conform to the requirements of Item 529,"Concrete Curb,Gutter,and Combined Curb and Gutter." 619 360 3.3. Reinforcing Steel Inserting Equipment.Provide inserting equipment that accurately inserts and positions reinforcing steel in the plastic concrete parallel to the profile grade and horizontal alignment in accordance to plan details when approved. 3.4. Texturing Equipment. 3.4.1. Carpet Drag.Provide a carpet drag mounted on a work bridge or a manual moveable support system. Provide a single piece of carpet of sufficient transverse length to span the full width of the pavement being placed and adjustable so that a sufficient longitudinal length of carpet is in contact with the concrete being placed to produce the desired texture.Obtain approval to vary the length and width of the carpet to accommodate specific applications. 3.4.2. Tining Equipment.Provide a self-propelled metal tine device equipped with steel tines with cross-section approximately 1/32 in.thick x 1/12 in.wide.Provide tines for transverse tining equipment spaced at approximately 1 in.,center-to-center,or provide tines for longitudinal tining equipment spaced at approximately 3/4 in.,center-to-center.Manual methods that produce an equivalent texture may be used when it is impractical to use self-propelled equipment,such as for small areas,narrow width sections,and in emergencies due to equipment breakdown. 3.5. Curing Equipment.Provide a self-propelled machine for applying membrane curing compound using mechanically-pressurized spraying equipment with atomizing nozzles.Provide equipment and controls that maintain the required uniform rate of application over the entire paving area.Provide curing equipment that is independent of all other equipment when required to meet the requirements of Section 360.4.9.,"Curing." Hand-operated pressurized spraying equipment with atomizing nozzles may only be used on small or irregular areas,narrow width sections,or in emergencies due to equipment breakdown. 3.6. Sawing Equipment.Provide power-driven concrete saws to saw the joints shown on the plans.Provide standby power-driven concrete saws during concrete sawing operations.Provide adequate illumination for nighttime sawing. 3.7. Grinding Equipment.Provide self-propelled powered grinding equipment that is specifically designed to smooth and texture concrete pavement using circular diamond blades when required.Provide equipment with automatic grade control capable of grinding at least a 3-ft.width longitudinally in each pass without damaging the concrete. 3.8. Testing Equipment.Provide testing equipment regardless of job-control testing responsibilities in accordance with Item 421,"Hydraulic Cement Concrete,"unless otherwise shown on the plans or specified. 3.9. Coring Equipment.Provide coring equipment capable of extracting cores in accordance with the requirements of Tex-424-A when required. 3.10. Miscellaneous Equipment.Furnish both 10-ft.and 15-ft.steel or magnesium long-handled,standard straightedges.Furnish enough work bridges,long enough to span the pavement,for finishing and inspection operations. 4. CONSTRUCTION Obtain approval for adjustments.to plan grade-line to maintain thickness over minor subgrade or base high spots while maintaining clearances and drainage.Maintain subgrade or base in a smooth,clean,compacted condition in conformity with the required section and established grade until the pavement concrete is placed. Keep subgrade or base damp with water before placing pavement concrete. Adequately light the active work areas for all nighttime operations.Provide and maintain tools and materials to perform testing. 620 360 4.1. Paving and Quality Control Plan.Submit a paving and quality control plan for approval before beginning pavement construction operations. Include details of all operations in the concrete paving process,including methods to construct transverse joints,methods to consolidate concrete at joints,longitudinal construction joint layout,sequencing,curing,lighting,early opening,leave-outs,sawing,inspection,testing,construction methods,other details and description of all equipment.List certified personnel performing the testing. Submit revisions to the paving and quality control plan for approval. 4.2. Job-Control Testing.Perform all fresh and hardened concrete job-control testing at the specified frequency unless otherwise shown on the plans.Provide job-control testing personnel meeting the requirements of Item 421,"Hydraulic Cement Concrete."Provide and maintain testing equipment,including strength testing equipment at a location acceptable to the Engineer. Use of a commercial laboratory is acceptable.Maintain all testing equipment calibrated in accordance with pertinent test methods.Make strength-testing equipment available to the Engineer for verification testing. Provide the Engineer the opportunity to witness all tests.The Engineer may require a retest if not given the opportunity to witness. Furnish a copy of all test results to the Engineer daily.Check the first few concrete loads for slump and temperature to verify concrete conformance and consistency on start-up production days.Sample and prepare strength-test specimens(2 specimens per test)on the first day of production and for each 3,000 sq.yd.or fraction thereof of concrete pavement thereafter.Prepare at least 1 set of strength- test specimens for each production day.Perform slump and temperature tests each time strength specimens are made.Monitor concrete temperature to ensure that concrete is consistently within the temperature requirements.The Engineer will direct random job-control sampling and testing.Immediately investigate and take corrective action as approved if any Contractor test result,including tests performed for verification purposes,does not meet specification requirements. The Engineer will perform job-control testing when the testing by the Contractor is waived by the plans; however,this does not waive the Contractor's responsibility for providing materials and work in accordance with this Item. 4.2.1. Job-Control Strength.Use 7-day job-control concrete strength testing in accordance with Tex-448-A or Tex-418-A unless otherwise shown on the plans or permitted. Use a compressive strength of 3,200 psi or a lower job-control strength value proven to meet a 28-day compressive strength of 4,000 psi as correlated in accordance with Tex-427-A for 7-day job-control by compressive strength.Use a flexural strength of 450 psi or a lower job-control strength value proven to meet a 28-day flexural strength of 570 psi as correlated in accordance with Tex-427-A for 7-day job-control by flexural strength. Job control of concrete strength may be correlated to an age other than 7 days in accordance with Tex-427-A when approved.Job-control strength of Class HES concrete is based on the required strength and time. Investigate the strength test procedures,the quality of materials,the concrete production operations,and other possible problem areas to determine the cause when a job-control concrete strength test value is more than 10%below the required job-control strength or when 3 consecutive job-control strength values fall below the required job-control strength.Take necessary action to correct the problem,including redesign of the concrete mix if needed.The Engineer may suspend concrete paving if the Contractor is unable to identify, document,and correctthe cause of low-strength test values in a timely manner.The Engineer will evaluate the structural adequacy of the pavements if any job-control strength is more than 15%below the required job-control strength.Remove and replace pavements found to be structurally inadequate at no additional cost when directed. 4.2.2. Split-Sample Verification Testing.Perform split-sample verification testing with the Engineer on random samples taken and split by the Engineer at a rate of at least 1 for every 10 job-control.samples.The Engineer will evaluate the results of split-sample verification testing. Immediately investigate and take corrective action as approved when results of split-sample verification testing differ'more than the allowable differences shown in Table 1,or the average of 10 job-control strength results and the Engineer's split-sample strength result differ by more than 10%. • 621 360 Table 1 Verification Testing Limits Test Method Allowable Differences Flexural strength,Tex-448-A 19% Compressive strength,Tex-418-A 10% 4.3. Reinforcing Steel and Joint Assemblies.Accurately place and secure in position all reinforcing steel as shown on the plans. Place dowels at mid-depth of the pavement slab,parallel to the surface.Place dowels for transverse contraction joints parallel to the pavement edge.Tolerances for location and alignment of dowels will be shown on the plans.Stagger the lap locations so that no more than 1/3 of the longitudinal steel is spliced in any given 12-ft.width and 2-ft.length of the pavement.Use multiple-piece tie bars,drill and epoxy grout tie bars,or,if approved,mechanically-inserted single-piece tie bars at longitudinal construction joints.Verify that tie bars that are drilled and epoxied or mechanically inserted into concrete at longitudinal construction joints develop a pullout resistance equal to a minimum of 3/4 of the yield strength of the steel after 7 days.Test 15 bars using ASTM E488,except that alternate approved equipment may be used.All 15 tested bars must meet the required pullout strength.Perform corrective measures to provide equivalent pullout resistance if any of the test results do not meet the required minimum pullout strength.Repair damage from testing.Acceptable corrective measures include but are not limited to installation of additional or longer tie bars. 4.3.1. Manual Placement.Secure reinforcing bars at alternate intersections with wire ties or locking support chairs. Tie all splices with wire. 4.3.2. Mechanical Placement.Complete the work using manual placement methods described above if mechanical placement of reinforcement results in steel misalignment or improper location,poor concrete consolidation,or other inadequacies. 4.4. Joints.Install joints as shown on the plans.Joint sealants are not required on concrete pavement that is to be overlaid with asphaltic materials.Clean and seal joints in accordance with Item 438,"Cleaning and Sealing Joints."Repair excessive spalling of the joint saw groove using an approved method before installing the sealant.Seal all joints before opening the pavement to all traffic. Install a rigid transverse bulkhead,for the reinforcing steel,and shaped accurately to the cross-section of the pavement when placing of/concrete is stopped. 4.4.1. Placing Reinforcement at Joints.Complete and place the assembly of parts at pavement joints at the required location and elevation,with all parts rigidly secured in the required position,when shown on the plans. 4.4.2. Transverse Construction Joints. 4.4.2.1. Continuously Reinforced Concrete Pavement(CRCP). Install additional longitudinal-reinforcement through the bulkhead when shown on the plans.Protect the reinforcing steel immediately beyond the construction joint from damage,vibration,and impact. 4.4.2.2. Concrete Pavement Contraction Design(CPCD). Install and rigidly secure a complete joint assembly and bulkhead in the planned transverse contraction joint location when the placing of concrete is intentionally stopped.Install a transverse construction joint either at a planned transverse contraction joint location or mid- slab between planned transverse contraction joints when the placing of concrete is unintentionally stopped. Install tie bars of the size and spacing used in the longitudinal joints for mid-slab construction joints. 4.4.2.3. Curb Joints.Provide joints in the curb of the same type and location as the adjacent pavement.Use expansion joint material of the same thickness,type,and quality required for the pavement and of the section shown for the curb.Extend expansion joints through the curb.Construct curb joints at all transverse pavement joints.Place reinforcing steel into the plastic concrete pavement for non-monolithic curbs as shown on the plans unless otherwise approved.Form or saw the weakened plane joint across the full width 622 360 of concrete pavement and through the monolithic curbs.Construct curb joints in accordance with Item 529, "Concrete Curb,Gutter,and Combined Curb and Gutter." 4.5. Placing and Removing Forms.Use clean and oiled forms.Secure forms on a base or firm subgrade that is accurately graded and that provides stable support without deflection and movement by form riding equipment.Pin every form at least at the middle and near each end.Tightly join and key form sections • together to prevent relative displacement. Set side forms far enough in advance of concrete placement to permit inspection.Check conformity of the grade,alignment,and stability of forms immediately before placing concrete,and make all necessary corrections.Use a straightedge or other approved method to test the top of forms to ensure that the ride quality requirements for the completed pavement will be met.Stop paving operations if forms settle or deflect more than 1/8 in.under finishing operations.Reset forms to line and grade,and refinish the concrete surface to correct grade. Avoid damage to the edge of the pavement when removing forms.Repair damage resulting from form removal and honeycombed areas with a mortar mix within 24 hr.after form removal unless otherwise approved.Clean joint face and repair honeycombed or damaged areas within 24 hr.after a bulkhead for a transverse construction joint has been removed unless otherwise approved.Promptly apply membrane curing compound to the edge of the concrete pavement when forms are removed before 72 hr.after concrete placement. Forms that are not the same depth as the pavement,but are within 2 in.of that depth are permitted if the subbase is trenched or the full width and length of the form base is supported with a firm material to produce the required pavement thickness.Promptly repair the form trench after use.Use flexible or curved wood or metal forms for curves of 100-ft.radius or less. 4.6. Concrete Delivery.Clean delivery equipment as necessary to prevent accumulation of old concrete before loading fresh concrete.Use agitated delivery equipment for concrete designed to have a slump of more than 5 in.Segregated concrete is subject to rejection. Begin the discharge of concrete delivered in agitated delivery equipment conforming to the requirements of Item 421,"Hydraulic Cement Concrete."Place non-agitated concrete within 45 min.after batching.Reduce times as directed when hot weather or other conditions cause quick setting of the concrete. 4.7. - Concrete Placement.Do not allow the pavement edge to deviate from the established paving line by more than 1/2 in.at any point.Place the concrete as near as possible to its final location,and minimize segregation and rehandling.Distribute concrete using shovels where hand spreading is necessary.Do not use rakes or vibrators to distribute concrete. 4.7.1. Consolidation.Consolidate all concrete by approved mechanical vibrators operated on the front of the paving equipment.Use immersion-type vibrators that simultaneously consolidate the full width of the placement when machine finishing.Keep vibrators from dislodging reinforcement Use hand-operated vibrators to consolidate concrete along forms,at all joints and in areas not accessible to the machine- mounted vibrators.Do not operate machine-mounted vibrators while the paving equipment is stationary. Vibrator operations are subject to review. 4.7.2. Curbs.Conform to the requirements of Item 529,"Concrete Curb,Gutter,and Combined Curb and Gutter" where curbs are placed separately. 4.7.3. Temperature Restrictions.Place concrete that is between 40°F and 95°F when measured in accordance with Tex-422-A at the time of discharge,except that concrete may be used if it was already in transit when the temperature was found to exceed the allowable maximum.Take immediate corrective action or cease concrete production when the concrete temperature exceeds 95°F. Do not place concrete when the ambient temperature in the shade is below 40°F and falling unless approved.Concrete may be placed when the ambient temperature in the shade is above 35°F and rising or 623 360 above 40°F.Protect the pavement with an approved insulating material capable of protecting the concrete for the specified curing period when temperatures warrant protection against freezing.Submit for approval proposed measures to protect the concrete from anticipated freezing weather for the first 72 hr.after placement.Repair or replace all concrete damaged by freezing. 4.8. Spreading and Finishing.Finish all concrete pavement with approved self-propelled equipment.Use power-driven spreaders,power-driven vibrators,power-driven strike-off,screed,or approved alternate • equipment.Use the transverse finishing equipment to compact and strike-off the concrete to the required section and grade without surface voids.Use float equipment for final finishing.Use concrete with a consistency that allows completion of all finishing operations without addition of water to the surface.Use the minimal amount of water fog mist necessary to maintain a moist surface.Reduce fogging if float or straightedge operations result in excess slurry. 4.8.1. Finished Surface.Perform sufficient checks with long-handled 10-ft.and 15-ft.straightedges on the plastic concrete to ensure the final surface is within the tolerances specified in Surface Test A in Item 585,"Ride Quality for Pavement Surfaces."Check with the straightedge parallel to the centerline. 4.8.2. Maintenance of Surface Moisture.Prevent surface drying of the pavement before application of the curing system by means that may include water fogging,the use of wind screens,and the use of evaporation retardants.Apply evaporation retardant at the manufacturer's recommended rate.Reapply the evaporation retardant as needed to maintain the concrete surface in a moist condition until curing system is applied.Do not use evaporation retardant as a finishing aid.Failure to take acceptable precautions to prevent surface drying of the pavement will be cause for shutdown of pavement operations. 4.8.3. Surface Texturing.Complete final texturing before the concrete has attained its initial set.Drag the carpet longitudinally along the pavement surface with the carpet contact surface area adjusted to provide a satisfactory coarsely textured surface.Prevent the carpet from getting plugged with grout.Do not perform carpet dragging operations while there is excessive bleed water. A metal-tine texture finish is required unless otherwise shown on.the plans.Provide transverse tining unless otherwise shown on the plans.Immediately following the carpet drag,apply a single coat of evaporation retardant,if needed,at the rate recommended by the manufacturer.Provide the metal-tine finish immediately after the concrete surface has set enough for consistent tining.Operate the metal-tine device to obtain grooves approximately 3/16 in.deep,with a minimum depth of 1/8 in.,and approximately 1/12 in.wide.Do not overlap a previously tined area:Use manual methods to achieve similar results on ramps,small or irregular areas,and narrow width sections of pavements. Repair damage to the edge of the slab and joints immediately after texturing.Do not tine pavement that will be overlaid or that is scheduled for blanket diamond grinding or shot blasting. Target a carpet drag texture of 0.04 in.,as measured by Tex-436-A,when carpet drag is the only surface texture required on the plans.Ensure adequate and consistent macro-texture is achieved by applying enough weight to the carpet and by keeping the carpet from getting plugged with grout.Correct any location with a texture less than 0.03 in.by diamond grinding or shot blasting.The Engineer will determine the test locations at points located transversely to the direction of traffic in the outside wheel path. 4.8.4. Small,Irregular Area,or Narrow Width Placements.Use hand equipment and procedures that produce a consolidated and finished pavement section to the line and grade where machine placements and finishing of • concrete pavement are not practical. 4.8.5. Emergency Procedures.Use hand-operated equipment forapplying texture,evaporation retardant,and cure in the event of equipment breakdown. 4.9. Curing.Keep the concrete pavement surface from drying as described in Section 360.4.8.2.,"Maintenance of Surface Moisture,"until the curing material has been applied.Maintain and promptly repair damage to curing materials on exposed surfaces of concrete pavement continuously for at least 3 curing days.A curing -- day is defined as a 24-hr.period when either the temperature taken in the shade away from artificial heat is above 50°F for at least 19 hr.or the surface temperature of the concrete is maintained above 40°F for 24 hr. • 624 360 Curing begins when the concrete.curing system has been applied.Stop concrete paving if curing compound is not being applied promptly and maintained adequately.Other methods of curing in accordance with Item 422,"Concrete Superstructures,"may be used when specified or approved. 4.9.1. Membrane Curing.Spray the concrete surface uniformly with 2 coats of membrane curing'compound at an individual application rate of no more than 180 sq.ft.per gallon.Apply the curing compound before allowing the concrete surface to dry. Manage finishing and texturing operations to ensure placement of curing compound on a moist concrete surface,relatively free of bleed water,to prevent any plastic shrinkage cracking.Time the application of curing compound to prevent plastic shrinkage cracking. - Maintain curing compounds in a uniformly agitated condition,free of settlement before and during application.Do not thin or dilute the curing compound. Apply additional compound at the same rate of coverage to correct damage where the coating shows discontinuities or other defects or if rain falls on the newly coated surface before the film has dried enough to resist damage.Ensure that the curing compound coats the sides of the tining grooves. 4.9.2. Asphalt Curing.Apply a uniform coating of asphalt curing at a rate of 90 to 180 sq.ft.per gallon when an asphaltic concrete overlay is required.Apply curing immediately after texturing and once the free moisture (sheen)has disappeared.Obtain approval to add water to the emulsion to improve spray distribution. Maintain the asphalt application rate when using diluted emulsions.Maintain the emulsion in a mixed condition during application. 4.9.3. Curing Class HES Concrete.Provide membrane curing in accordance with Section 360.4.9.1.,"Membrane Curing,"for all Class HES concrete pavement.Promptly follow by wet mat curing in accordance with Section 422.4.8.,"Final Curing,"until opening strength is achieved but not less than 24 hr. 4.9.4. Curing Fast-Track Concrete.Provide wet mat curing unless otherwise shown on the plans or as directed. . Cure in accordance with Section 422.4.8.,"Final Curing."Apply a Type 1-D or Type 2'membrane cure instead of wet mat curing if the air temperature is below 65°F and insulating blankets are used. 4.10. Sawing Joints.Saw joints to the depth shown on the plans as soon as sawing can be accomplished without damage to the pavement regardless of time of day or weather conditions.Some minor raveling of the saw- cut is acceptable.Use a chalk line,string line,sawing template,or other approved method to provide a true joint alignment.Provide enough saws to match the paving production rate to ensure sawing completion at the earliest possible time to avoid uncontrolled cracking.Reduce paving production if necessary to ensure timely sawing of joints.Promptly restore membrane cure damaged within the first 72 hr.of curing. 4.11. Protection of Pavement and Opening to Traffic.Testing for early opening is the responsibility of the Contractor regardless of job-control testing responsibilities unless otherwise shown on the plans or as directed.Testing result interpretation for opening to traffic is subject to approval. 4.11.1. Protection of Pavement.Erect and maintain barricades and other standard and approved devices that will exclude all vehicles and equipment from the newly placed pavement for the periods specified.Protect the pavement from damage due to crossings using approved methods before opening to traffic.Where a detour is not readily available or economically feasible,an occasional crossing of the roadway with overweight equipment may be permitted for relocating equipment only but not for hauling material.When an occasional crossing of overweight equipment is permitted,temporary matting or other approved methods may be required. -Maintain an adequate supply of sheeting or other material to cover and protect fresh concrete surface from weather damage.Apply as needed to protect the pavement surface from weather. 625 360 4.11.2. Opening Pavement to All Traffic.Pavement that is 7 days old may be opened to all traffic.Clean pavement,place stable material against the-pavement edges,seal joints,and perform all other traffic safety related work before opening to traffic. 4.11.3. Opening Pavement to Construction Equipment.Unless otherwise shown on the plans,concrete pavement may be opened early to concrete paving equipment and related delivery equipment after the concrete is at least 48 hr.old and opening strength has been demonstrated in accordance with Section 360.4.11.4.,"Early Opening to All Traffic,"before curing is complete.Keep delivery equipment at least 2 ft.from the edge of the concrete pavement.Keep tracks of the paving equipment at least 1 ft.from the pavement edge.Protect textured surfaces from the paving equipment.Restore damaged membrane curing • as soon as possible.Repair pavement damaged by paving or delivery equipment before opening to all traffic. 4.11.4. Early Opening to All Traffic.Concrete pavement may be opened after curing is complete and the concrete has attained a flexural strength of 450 psi or a compressive strength of 3,200 psi,except that pavement using Class HES concrete may be opened after 24 hr.if the specified strength is achieved. 4.11.4.1. Strength Testing.Test concrete specimens cured under the same conditions as the portion of the pavement involved. 4.11.4.2. Maturity Method.Use the maturity method,Tex-426-A,to estimate concrete strength for early opening pavement to traffic unless otherwise shown on the plans. Install at least 2 maturity sensors for each day's placement in areas where the maturity method will be used for early opening.Maturity sensors,when used, will be installed near the day's final placement for areas being evaluated for early opening.Use test specimens to verify the strength—maturity relationship in accordance with Tex-426-A,starting with the first day's placement corresponding to the early opening pavement section. Verify the strength—maturity relationship at least every 10 days of production after the first day.Establish a new strength—maturity relationship when the strength specimens deviate more than 10%from the maturity- estimated strengths.Suspend use of the maturity method for opening pavements to traffic when the strength—maturity relationship deviates by more than 10%until a new strength—maturity relationship is established. The Engineer will determine the frequency of verification when the maturity method is used intermittently or for only specific areas. 4.11.5. Fast Track Concrete Pavement.Open the pavement after the concrete has been cured for at least 8 hr. and attained a minimum compressive strength of 1,800 psi or a minimum flexural strength of 255 psi when tested in accordance with Section 360.4.11.4.1.,"Strength Testing,"or Section 360.4.11.4.2.,"Maturity Method,"unless otherwise directed.Cover the pavement with insulating blankets when the air temperature is below 65°F until the pavement is opened to traffic. 4.11.6. Emergency Opening to Traffic.Open the pavement to traffic under emergency conditions,when the pavement is at least 72 hr.old when directed in writing.Remove all obstructing materials,place stable material against the pavement edges,and perform other work involved in providing for the safety of traffic as required for emergency opening. 4.12. Pavement Thickness.The Engineer will check the thickness in accordance with Tex-423-A unless other methods are shown on the plans.The Engineer will perform 1 thickness test consisting of 1 reading at approximately the center of each lane every 500 ft.or fraction thereof.Core where directed,in accordance with Tex-424-A,to verify deficiencies of more than 0.2 in.from plan thickness and to determine the limits of deficiencies of more than 0.75 in.from plan thickness.Fill core holes using an approved concrete mixture and method. 4.12.1. Thickness Deficiencies Greater than 0.2 in.Take one 4-in.diameter core at that location to verify the measurement when any depth test measured in accordance with Tex-423-A is deficient by more than 0.2 in. from the plan thickness. 626 • I . 360 Take 2 additional cores from the unit(as defined in Section 360.4.12.3.,"Pavement Units for Payment Adjustment")at intervals of at least 150 ft.and at selected locations if the core is deficient by more than 0.2 in.,but not by more than 0.75 in.from the plan thickness,and determine the thickness of the unit for payment purposes by averaging the length of the 3 cores. In calculations of the average thickness of this unit of pavement,measurements in excess of the specified thickness by more than 0.2 in.will be considered as the specified thickness plus 0.2 in. 4.12.2. Thickness Deficiencies Greater than 0.75 in.Take additional cores at 10-ft.intervals in each direction parallel to the centerline to determine the boundary of the deficient area if a core is deficient by more than 0.75 in.The Engineer will evaluate any area of pavement found deficient in thickness by more than 0.75 in., but not more than 1 in.Remove and replace the deficient areas without additional compensation or retain deficient areas without compensation,as directed.Remove and replace any area of pavement found deficient in thickness by more than 1 in.without additional compensation. 4.12.3. Pavement Units for Payment Adjustment.Limits for applying a payment adjustment for deficient pavement thickness from 0.20 in.to not more than 0.75 in.are 500 ft.of pavement in each lane.Lane width will be as shown on typical sections and pavement design standards. For greater than 0.75 in.deficient thickness,the limits for applying zero payment or requiring removal will be defined by coring or equivalent nondestructive means as determined by the Engineer.The remaining portion of the unit determined to be less than 0.75 in.deficient will be subject to the payment adjustment based on the average core thickness at each end of the 10-ft.interval investigation as determined by the Engineer. Shoulders will be measured for thickness unless otherwise shown on the plans.Shoulders 6 ft.wide or wider will be considered as lanes.Shoulders less than 6 ft.wide will be considered part of the adjacent lane. Limits for applying payment adjustment for deficient pavement thickness for ramps,widenings,acceleration and deceleration lanes,and other miscellaneous areas are 500 ft.in length.Areas less than 500 ft. in length will be individually evaluated for payment adjustment based on the plan area. • 4.13. Ride Quality.Measure ride quality in accordance with Item 585,"Ride Quality for Pavement Surfaces," unless otherwise shown on the plans. 5. MEASUREMENT This Item will be measured as follows: 5.1. Concrete Pavement.Concrete pavement will be measured by the square yard of surface area in place.The surface area includes the portion of the pavement slab extending beneath the curb. 5.2. Curb.Curb on concrete pavement will be measured by the foot in place. 6. PAYMENT These prices are full compensation for materials,equipment,labor,tools,and incidentals. 6.1. Concrete Pavement.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the adjusted unit price bid for"Concrete Pavement"of the type and depth specified as adjusted in accordance with Section 360.6.2.,"Deficient Thickness Adjustment." 6.2. Deficient Thickness Adjustment.Where the average thickness of pavement is deficient in thickness by more than 0.2 in.but not more than 0.75 in.,payment will be made using the adjustment factor as specified in Table 2 applied to the bid price for the deficient area for each unit as defined under Section 360.4.12.3., "Pavement Units for Payment Adjustment." 627 360 Table 2 Deficient Thickness Price Adjustment Factor Deficiency in Thickness Determined by Cores Proportional Part of Contract Price (in.) Allowed(Adjustment Factor) Not deficient 1.00 Over 0.00 through 0.20 1.00 Over 0.20 through 0.30 0.80 Over 0.30 through 0.40 0.72 Over 0.40 through 0.50 0.68 Over 0.50 through 0.75 0.57 6.3. Curb.Work performed and furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Curb"of the type specified. 628 400 Item 400 Excavation and Backfill for Structures FZtUOnerz . 1. DESCRIPTION Excavate for placement and construction of structures and backfill structures.Cut and restore pavement. 2. MATERIALS Use materials that meet the requirements of the following Items. • Item 401,"Flowable Backfill" • Item 421,"Hydraulic Cement Concrete" • DMS-4600,"Hydraulic Cement" 3. CONSTRUCTION 3.1. Excavation. 3.1.1. General.Excavate to the lines and grades shown on the plans or as directed.Provide slopes,benching, sheeting,bracing,pumping,and bailing as necessary to maintain the stability and safety of excavations up to 5 ft.deep.Excavation protection for excavations deeper than 5 ft.are governed by Item 402,"Trench Excavation Protection,"and Item 403,"Temporary Special Shoring."Use satisfactory excavated material as backfill or as embankment fill in accordance with Item 132,"Embankment."Dispose of material not incorporated into the final project off the right of way in accordance with federal,state,and local regulations. Keep any topsoil that has been removed separate,and replace it,as nearly as feasible,in its original position when excavating for installation of structures across private property or beyond the limits of the embankment. Restore the area to an acceptable condition. Excavate drilled shafts in accordance with Item 416,"Drilled Shaft Foundations." 3.1.1.1. ' Obstructions.Remove obstructions to the proposed construction,including trees and other vegetation, debris,and structures,over the width of the excavation to a depth of 1 ft.below the bottom of excavation. Remove as required to clear the new structure and plug in an approved manner if abandoned storm drains, sewers,or other drainage systems are encountered.Restore the bottom of the excavation to grade by backfilling after removing obstructions in accordance with this Item. Dispose of surplus materials in accordance with federal,state,and local regulations. 3.1.1.2. Excavation in Streets.Cut pavement and base to neat'lines when structures are installed in streets, highways,or other paved areas.Restore pavement structure after completion of excavation and backfilling. Maintain and control traffic in accordance with the approved traffic control plan and the TMUTCD. 3.1.1.3. Utilities.Comply with the requirements of Article 7.19.,"Responsibility for Damage Claims."Conduct work , with minimum disturbance of existing utilities,and,coordinate work in or near utilities with the utility owners. Inform utility owners before work begins,allowing them enough time to identify,locate,reroute,or make other adjustments to utility lines. Avoid cutting or damaging underground utility lines that are to remain in place.Promptly notify the utility company if damage occurs.Provide temporary flumes across the excavation while open if an active sanitary 629 400 sewer line is damaged during excavation,and restore the lines when backfllling has progressed to the original bedding lines of the cut sewer. 3.1.1.4. De-Watering.Construct or place structures in the presence of water only if approved.Place precast members,pipe,and concrete only on a dry,firm surface.Remove water by bailing,pumping,well-point installation,deep wells,underdrains,or other approved method.. Remove standing water in a manner that does not allow water movement through or alongside concrete being placed if structures are approved for placement in the presence of water.Pump or bail only from a suitable sump separated from the concrete work while placing structural concrete or for a period of at least 36 hr.thereafter.Pump or bail during placement of seal concrete only to the extent necessary to maintain a static head of water within the cofferdam. Pump or bail to de-water inside a sealed cofferdam only after the seal has aged at least 36 hr. Place a stabilizing material in the bottom of the excavation if the bottom of an excavation cannot be de- watered to the point the subgrade is free of mud or it is difficult to keep reinforcing steel clean.Use flexible base,cement-stabilized base or backfill,lean concrete,or other approved stabilizing material.Provide concrete with at least 275 lb.of cement per cubic yard,if lean concrete is used,and place to a minimum depth of 3 in.Stabilizing material placed for the convenience of the Contractor will be at the Contractor's expense. 3.1.2. Bridge Foundations and Retaining Walls.Do not disturb material below the bottom of footing grade.Do not backfill to compensate for excavation that has extended below grade.Fill the area with concrete at the time the footing is placed if excavation occurs below the proposed footing grade.Additional concrete placed will be at the Contractor's expense. Take core samples to determine the character of the supporting materials if requested.Provide an intact sample adequate to judge the character of the founding material.Take these cores when the excavation is close to completion.Cores should be approximately 5 ft.deeper than the proposed founding grade. Remove loose material if the founding stratum is rock or another hard material,and clean and cut it to a firm surface that is level,stepped,or serrated,as directed.Clean out soft seams,and fill with concrete at the time the footing is placed. Place the foundation once the Engineer has inspected the excavation and authorized changes have been made to provide a uniform bearing condition if the material at the footing grade of a retaining wall,bridge bent,or pier is a mixture of compressible and incompressible material. 3.1.3. Cofferdams.The term"cofferdam"designates any temporary or removable structure constructed to hold surrounding earth,water,or both out of the excavation whether the structure is formed of soil,timber,steel, concrete,or a combination of these.Use pumping wells or well points for de-watering cofferdams if required. Submit details and design calculations for sheet-pile or other types of cofferdams requiring structural members bearing the seal of a licensed professional engineer for review before constructing the cofferdam. The Department reserves the right to reject designs.Design structural systems to comply with the AASHTO Standard Specifications for Highway Bridges or AASHTO LRFD Bridge Design Specifications.Interior dimensions of cofferdams must provide enough clearance for the construction,inspection,and removal of required forms and,if necessary,enough room to allow pumping outside the forms.Extend sheet-pile cofferdams well below the bottom of the footings,and make concrete seals as well braced and watertight as practicable. Use Class E concrete for foundation seals unless otherwise specified.Place concrete foundation seals in accordance with Item 420,"Concrete Substructures."Seals placed for the convenience of the Contractor will be at the Contractor's expense. - Make the excavation deep enough to allow for swelling of the material at the base of the excavation during pile-driving operations when the Engineer judges it to be impractical to de-water inside a cofferdam and a 630 400 concrete seal is to be placed around piling driven within the cofferdam.Remove swelling material to the bottom of the seal grade after driving the piling.Remove the foundation material to exact footing grades where it is possible to de-water inside the cofferdam without placing a seal after driving piling.Do not backfill a foundation to compensate for excavation that has been extended below grade;fill such areas below grade with concrete at the time the seals or footings are placed. Remove cofferdams after completing the substructure without disturbing or damaging the structure unless otherwise provided. 3.1.4. Culverts and Storm Drains.When the design requires special bedding conditions for culverts or storm drains,an excavation diagram will be shown on the plans.Do not exceed these limits of excavation. Construct pipe structures in an open cut with vertical Sides extending to a point 1 ft.above the pipe unless otherwise shown on the plans.When site conditions or the plans do not prohibit sloping the cut,the excavation may be stepped or laid back to a stable slope beginning 1 ft.above the pipe.Maintain the stability of the excavation throughout the construction period. Construct the embankment for pipe to be installed in fill above natural ground to an elevation at least 1 ft. above the top of the pipe,and then excavate for the pipe. 3.1.4.1. Unstable Material.Remove the material to a depth of no more than 2 ft.below the grade of the structure when unstable soil is encountered at established footing grade,unless the Engineer authorizes additional depth.Replace soil removed with stable material in uniform layers no greater than 8 in.deep(loose measurement).Each layer must have enough moisture to be compacted by rolling or tamping as required to provide a stable foundation for the structure. Use special materials such as flexible base,cement-stabilized base,cement-stabilized backfill,or other approved material when it is not feasible to construct a stable foundation as outlined above. 3.1.4.2. Incompressible Material.Remove the incompressible material to 6 in.below the footing grade,backfill with an approved compressible material,and compact in accordance with Section 400.3.3.,`Backfill,"if rock,part rock,or other incompressible material is encountered at established footing grade while placing prefabricated elements. 3.2. Shaping and Bedding.Place at least 2 in.of fine granular material for precast box sections on the base of the excavation before placing the box sections.Use bedding as shown in Figure 1 for pipe installations.Use Class C bedding unless otherwise shown on the plans.The Engineer may require the use of a template to secure reasonably accurate shaping of the foundation material.Undercut the excavation at least 4 in.where cement-stabilized backfill is indicated on the plans and backfill with stabilized material to support the pipe or box at the required grade. • 631 400 • B c - Outside diameter or D d horizontal dimension S.27" 3" D - Inside diameter of pipe 30" to 60" 4" d - Min. bedding material below pipe 2 66" 6" "/ Al2 in. Min. =ago, :"r'a{ FFill Ma real dscfi`�°iS�:`l ;:..�•.:.z::2: 5 (2 in. in.) =oa oa Compacted • 0.2 Bc Min. o Material d /// Compacted Class B / Backfill Conc. CLASS A "eir L inn.. egos, � OMinB` 401 • Shaped 0.7 Subgrade CLASS B • r.tin. �� 1in. ./A Shaped • Subgrade L. 0.6 BE CLASS C Figure 1 Bedding Diagrams 3.3. Backfill. 3.3.1. General.Backfill the excavation after placement of the permanent structure as soon as practical.Use backfill free from stones large enough to interfere with compaction;large or frozen lumps that will not break down readily under compaction;and wood or other extraneous material.Obtain backfill material from excavation or from other sources. Place backfill in layers no greater than 10 in.deep(loose measurement).in areas not supporting a completed roadbed,retaining wall,or embankment.Place backfill in uniform layers no greater than 8 in.deep(loose measurement)in areas supporting a portion of a roadbed,retaining wall,or embankment.Compact each layer to meet the density requirements of the roadbed,retaining wall,embankment material,or as shown on the plans. 632 400 Bring each layer of backfill material to the moisture content needed to obtain the required density.Use mechanical tamps or rammers to compact the backfill.Rollers may be used to compact backfill if feasible. Cohesionless materials may be used for backfilling.Use cohesionless materials that conform to the requirements of Table 1. Table 1 Cohesionless Material Gradation Limits Sieve Size Percent Retained 3" 0 #10 See Note1 #200 90-100 1. No.10 sieve requirements are 0 to 30%retained when used as aggregate for cement-stabilized backfill. Compact cohesionless materials using vibratory equipment,water-ponding,or a combination of both. 3.3.2. Bridge Foundations,Retaining Walls,Manholes/Inlets,and Box Culverts.Place backfill against the structure only after the concrete has reached the design strength required in Item 421,"Hydraulic Cement Concrete." Backfill retaining walls with material meeting the requirements of Item 423,"Retaining Walls."Backfill around bridge foundations,manholes/inlets and culverts using material with particles no more than 4 in.in greatest dimension and a gradation that permits thorough compaction.Use rock or gravel mixed with soil if the percentage of fines is enough to fill all voids and ensure a uniform and thoroughly compacted mass of proper density. Use mechanical tamps and rammers to avoid damage to the structure where backfill material is being placed too close to the structure to permit compaction with blading and rolling equipment. Avoid wedging action of backfill against structures.Step or serrate slopes bounding the excavation to prevent such action.Place backfill uniformly around bridge foundations.Place backfill equally and in uniform layers along both sides of manholes/inlets and culverts. The Engineer may require backfilling of structures excavated into hard,erosion-resistant material,and subject to erosive forces,with stone or lean concrete. Box culverts may be opened to traffic as soon as enough backfill and embankment has been placed over the top to protect culverts against damage from heavy construction equipment.Repair damage to culvert caused by construction traffic at no additional expense to the Department. 3.3.3. Pipe.Bring backfill material to the proper moisture condition after installing bedding and pipe as required and place it equally along both sides of the pipe in uniform layers no greater than 8 in.deep(loose measurement).Compact each lift mechanically.Thoroughly compact materials placed under the haunches of the pipe to prevent damage or displacement of the pipe.Place backfill in this manner to the top-of-pipe elevation.Place and compact backfill above the top of the pipe in accordance with Section 400.3.3.1., "General." The Engineer may reject backfill material containing more than 20%by weight of material retained on a 3 in. sieve with large lumps not easily broken down or that cannot be spread in loose layers.Material excavated by a trenching'machine will generally meet the requirements of this Section as long as large stones are not present. Place and compact additional material where pipe extends beyond the toe of slope of the embankment and the depth of cover provided by backfill to the original ground level is less than the minimum required by the specifications for the type of pipe involved until the minimum cover has been provided. 633 400 3.3.4. Cement-Stabilized Backfill.Backfill the excavation to the elevations shown with cement-stabilized backfill when shown on the plans.Use cement-stabilized backfill that contains aggregate conforming to the gradation limits shown in Table 1,water,and a minimum of 7%hydraulic cement based on the dry weight of the aggregate,in accordance with Tex-120-E. Place cement-stabilized backfill equally along the sides of structures to prevent strain on or displacement of the structure.Fill voids when placing cement-stabilized backfill.Use hand-operated tampers if necessary to fill voids. 3.3.5. Flowable Backfill.Backfill the excavation with flowable backfill to the elevations indicated when shown on the plans.Prevent the structure from being displaced during the placement of the flowable fill,and prevent flowable fill from entering manholes/inlets and culverts,and drainage structures. 4. MEASUREMENT This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 4.1. Structural Excavation.Unless shown on the plans as a pay item,structural excavation quantities shown are for information purposes only. When structural excavation is specified as a pay item,structural excavation for pipe headwalls,inlets, manholes,culvert or storm drain extensions less than 15 ft.long,bridge abutments,retaining walls,and side road and private entrance pipe culverts will not be measured.No allowance will be made for variance from plans quantity incurred by an alternate bid. When specified as a pay item,structural excavation will be measured by the cubic yard as computed by the average end areas method.Excavation diagrams on the plans take precedence over the provisions of this Article. 4.1.1. Boundaries of Measurement. 4.1.1.1. Pipe. 4.1.1.1.1. Pipe up to 42 Inches.For pipe up to 42 in.nominal or equivalent diameter,no material outside of vertical planes 1 ft.beyond and parallel to the horizontal projection of the outside surfaces of the pipe will be included. 4.1.1.1.2. Pipe Larger than 42 Inches.For pipes larger than 42 in.nominal or equivalent diameter,no material outside of vertical planes located 2 ft.beyond and parallel to the horizontal projection of the outside surfaces of the pipe will be included. Quantities for excavation in fill above natural ground include 1 ft.above the top of the pipe regardless of the height of completed fill.Excavation for pipe will be measured between the extreme ends of the completed structure including end appurtenances as shown on the plans and from centerline to centerline of inlets, manholes,etc. 4.1.1.2. Structural Plate Structures.No material outside of vertical,planes 3 ft.beyond and parallel to the horizontal projection of the outside surfaces of the structure will be included.When the quality of the existing soil or • embankment is less than that of the proposed backfill material,the limits of measurement will be extended to vertical planes located 1/2 of the span beyond the horizontal projection of the outside surfaces of the structure. 4.1.1.3. Footings,Walls,Boxes,and Other Excavation.No material outside of vertical planes 1 ft.beyond and parallel to the edges of the footings or outside walls will be included whether or not a cofferdam or shoring is 634 • • 400 used.When plans provide the option of cast-in-place or precast boxes,measurement will be based on the cast-in-place option. Where excavation in addition to that allowed for the footings is required for other portions of the structure, measurement for the additional excavation will be limited laterally by vertical planes 1 ft.beyond the face of the member and parallel to it,and vertically'to a depth of 1 ft.below the bottom of the member. 4.1.1.4. Excavation near Roadways and Channels.At structure sites other than culverts and pipe excavations,the measurement of structural excavation will include only material below or outside the limits of the completed road or channel excavation.Roadway and channel excavation will be paid under Item 110,"Excavation."For culverts except side road and,private entrance culverts,excavation within the limits of the structure and below or outside the limits of the completed roadway excavation will be measured as structural excavation. 4.1.2. Falsework.No measurement will be made for excavation necessary for placing forms or falsework that exceeds the limits given in Section 400.4.1.1.,"Boundaries of Measurement." 4.1.3. Swelling.Measurement will not include materials removed below footing grades to compensate for anticipated swelling due to pile-driving,nor will it include material required to be removed due to swelling beyond the specified limits during pile-driving operations. 4.1.4. Cave-Ins.Measurement will not include additional volume caused by slips,slides,cave-ins,silting,or fill material resulting from the action of the elements or the Contractor's operation. 4.1.5. Undercut.Where rock or other incompressible or unstable material is undercut to provide a suitable foundation for pipe or box sections,such material below grade directed to be removed will be measured for payment. 4.1.6. Grade Change.Additional measurement will be made of the volume of excavation involved in the lowering or raising of the elevation of a footing,foundation,or structure unit,when such grade change is authorized. 4.2. Cement-Stabilized Backfill.Cement-stabilized backfill will be measured by the cubic yard as shown on the plans. 4.3. Cutting and Restoring Pavement.Cutting and restoring pavement will be measured by the square yard as shown on the plans.Excavation below pavement or base will be measured as structural excavation of the pertinent type. 5. PAYMENT 5.1. Structural Excavation.Unless specified as a pay item,structural excavation and backfill performed,and material furnished in accordance with this Item will not be paid for directly but are subsidiary to pertinent Items. When structural excavation is specified as a pay item,the excavation and backfill work performed,and materials furnished will be paid for at the unit price bid for"Structural Excavation, "Structural Excavation (Box),""Structural Excavation(Pipe),"and"Structural Excavation(Bridge)."This price includes concrete to • compensate for excavation that has extended below grade for bridge foundations and retaining walls,and backfilling and compacting areas that were removed as part of structural excavation. Cofferdams or other measures necessary for supporting excavations less than 5 ft.deep will not be measured or paid for directly but will be subsidiary to the Contract. • Foundation seal concrete for cofferdams,when required,will be paid for as provided in the pertinent Items.If no direct method of payment is provided in the Contract,the work will be measured and paid for in accordance with Article 9.7.,"Payment for Extra Work and Force Account Method."Seal placed for the convenience of the Contractor will not be paid for. 635 400 . Unless otherwise provided,stone or lean concrete backfill around structures as provided for in Section 400.3.3.2.,"Bridge Foundations,Retaining Walls,Manholes/Inlets,and Box Culverts,"will be measured and paid for as extra work in accordance with Article 9.7.,"Payment for Extra Work and Force Account Method." When structural excavation is specified as a pay item,a partial payment of 50%of the bid price will be made for structural excavation completed to the satisfaction of the Engineer but not backfilled.The remaining amount will be paid upon completion of backfilling.When the Contractor elects to excavate beyond plan requirements, no measurement will be made of the additional volume. 5.2. Removal and Replacement of Unsuitable or Incompressible Material.Removal and replacement of material will be paid for if directed.Removal and replacement of material or placement of special material made necessary by the softening of founding material due to the Contractor's sequence of work or operation, will be at the Contractor's expense.Special material used or additional excavation made for the Contractor's convenience will not be paid for. 5.2.1. Structural Excavation as a Pay Item.Where special materials are not required or specified,payment for the removal and replacement-of unstable or incompressible material will be made at a price equal to 200%of the unit price bid per cubic yard for Structural Excavation.When the Contractor elects to remove and replace material deeper than directed,no measurement will be made on that portion below the directed elevation. This price is full compensation for removing the unstable or incompressible material;furnishing,hauling, placing,and compacting suitable replacement material;and equipment,labor,tools,and incidentals. When the plans specify or when directed,the use of special materials such as flexible base,cement- stabilized base,cement-stabilized backfill,or other special material,payment for excavation below footing grades will be made at the unit price bid for Structural Excavation. Payment for furnishing,hauling,placing, and compacting the flexible base,cement-stabilized base,cement-stabilized backfill,or other special materials will be made at the unit price bid for these items in the Contract,or,if the required material is not a bid item,in accordance with Article 9.7.,"Payment for Extra Work and Force Account Method." 5.2.2. Structural Excavation Not a Pay Item.Where special materials for backfill are not required or specified, payment for the authorized removal and replacement of unstable or incompressible material will be measured and paid for at$15 per cubic yard of material removed.This price is full compensation for removing the unstable or incompressible material;furnishing,hauling,placing,and compacting suitable replacement material;and equipment,labor,tools,and incidentals. When the plans specify or when directed,the use of special materials such as flexible base,cement- stabilized base,cement-stabilized backfill,or other special material,excavation below the footing grades will be paid for at$10 per cubic yard.Payment for furnishing,hauling,placing,and compacting the flexible base, cement-stabilized base,cement-stabilized backfill,or other special materials will be made at the unit price bid for these items,or,if the required material is not a bid item,in accordance with Article 9.7.,"Payment for Extra Work and Force Account Method." 5.3. Lowering of a Structure Foundation.If the Engineer requires a structure foundation to be lowered to an elevation below the grade shown on the plans,overexcavation will be paid in accordance with Table 2. Table 2 Payment for Required Overexcavation Variance of Revised Payment Terms Variance of Revised Footing Grade from Plan Grade Footing Grade from "Structural Excavation" "Structural Excavation" Plan Grade is a Bid Item is not a Bid Item Up to and including 5 ft. Unit price equal to 115%of unit $10 per cubic yard price bid for"Structural Excavation" Over 5 ft.up to 10 ft. Unit price equal to 125%of unit $12 per cubic yard price bid for"Structural Excavation" Over 10 ft. In accordance with Article 9.7.,"Payment for Extra Work and Force Account Method." 636 • 400 5.4. Cement-Stabilized Backfill.Cement-stabilized backfill will be paid for at the unit price bid for"Cement- Stabilized Backfill." 5.5. Cutting and Restoring Pavement.Cutting and restoring pavement will be paid for at the unit price bid for "Cutting and Restoring Pavement"of the type specified. Work done to repair damage to base or pavement incurred outside the limits shown on the plans,or the limits authorized,will not be measured for payment. The unit prices bid are full compensation for excavation including removing obstructions and plugging drainage systems;bedding and backfilling including placing,sprinkling and compaction of material; soundings;cleaning and filling seams;constructing and removing cofferdams;de-watering,sheeting,or bracing excavations up to and including 5 ft.deep;pumps;drills;explosives;disposition of surplus material; cutting pavement and base to neat lines;and materials,hauling,equipment,labor,tools,and incidentals. Flowable backfill will be paid for as provided in Item 401,"Flowable.Backfill."Protection methods for open excavations deeper than 5 ft.will be measured and paid for as required under Item 402,"Trench Excavation Protection,"or Item 403,"Temporary Special Shoring." 637 402 Item 402 Trench Excavation Protection nt o/Thmsportation 1. DESCRIPTION Furnish and place excavation protection for trenches 5 ft.or greater in depth. 2. CONSTRUCTION Provide vertical or sloped cuts,benches,shields,support systems,or other systems providing the necessary protection in accordance with OSHA Standards and Interpretations,29 CFR 1926,Subpart P,"Excavations." 3. MEASUREMENT This Item will be measured by the foot along the long axis,of the trench where the depth of trench exceeds 5 ft.This measurement includes all required trench protection,including trench ends. 4. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Trench Excavation Protection."This price is full compensation for excavation and backfill required for excavation protection;furnishing,placing,and removing shoring,sheeting,or bracing;de-watering or diversion of water;jacking and jack removal;and equipment,labor,materials,tools,and incidentals. • 638 416 Item 416 ►® Drilled Shaft Foundations , t of Tionsportatlon . DESCRIPTION Construct foundations consisting of reinforced or non-reinforced concrete drilled shafts. 2. MATERIALS Use materials that meet the requirements of the following Items. • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcement for Concrete" • Item 448,"Structural Field Welding" Use concrete for drilled shafts that meets the requirements of Table 1 unless otherwise shown on the plans. Table 1 Concrete for Drilled Shafts Drilled Shaft Type Concrete Non-reinforced Class A Reinforced Class C Slurry and underwater concrete placement Class SS ' Use coarse aggregate Grade 4,5,or 6 for drilled shaft concrete in reinforced drilled shafts.Grade 2 or 3 may be used if the shaft is dry and reinforcing steel has a 5 in.minimum clear spacing. Use a water-reducing,retarding admixture in accordance with DMS-4640,"Chemical Admixtures for Concrete,"in all concrete when using casing that will be pulled or when placing shafts underwater or under slurry. Use concrete with slump that meets the requirements of Table 2 as determined by Tex-415-A. Table 2 Slump Requirements Placement Minimum Acceptable Recommended Design Maximum Acceptable Type • Placement Slump, and Placement Slump, Placement Slump, in. in. in. Dry 5-1/2 6-1/2 7-1/2 Underwater and 7 8 9 under slurry Perform a slump loss test in accordance with Tex-430-A before beginning work when casing is to be pulled or concrete is to be placed underwater or under slurry.Provide concrete that will maintain a slump of at least 4 in.throughout the entire anticipated time of concrete placement.Time of concrete placement is described in Section 416.3.6.,"Concrete,"and Section 416.3.7.,"Additional Requirements for Slurry Displacement or Underwater Concrete Placement Methods.'Note the temperature of the concrete mix at the beginning of the slump loss test. Place the concrete if its temperature at the time of placement into the drilled shaft is no more than 10°F higher than the slump loss test temperature.Use ice or other concrete cooling ingredients to lower concrete temperature,or run additional slump loss tests at the higher temperatures.Slump loss testing will be waived if anticipated time of concrete placement is less than 90 minutes. Use mineral drilling slurry that meets the requirements of Table 3,as determined by Tex-130-E.Determine - pH of slurry by Tex-128-E or pH paper strips. 639 416 Table 3 Mineral Slurry Requirements Before Introduction Sampled from the Bottom of the into the Excavation Excavation before Concreting Specific Sand H Specific Viscosity Sand Gravity Content p Gravity (sec.) Content 51.10 51% 8-11 51.15 5 45 5 4% Use mineral slurry consisting of processed bentonite or attapulgite clays mixed with clean fresh water.Do not use partially hydrolyzed polyacrylamide(PHPA)polymeric slurry or any blended mineral-polymer slurry. If approved,water may be used as the drilling fluid. In this case,all of the provisions of Table 3 must be met except that the maximum specific gravity is not to exceed 1.12. _ Sample slurry from the bottom of the hole,before placing concrete,and test it in accordance with Tex-130-E. Use a pump or air lift to remove slurry that does not meet the requirements of Table 3 while adding fresh clean slurry to the top of the hole to maintain the slurry level.Continue this operation until the slurry sampled from the bottom of the hole meets the requirements. 3. CONSTRUCTION Submit Drilled Shaft installation plan for review no later than one month before drilled shaft construction. Include the following in the plan: • Name and experience record of the drilled shaft superintendent who will be in charge of drilled shaft opertations for this project. • List of proposed equipment to be used,including cranes,drills,augers,bailing buckets,final cleaning equipment,desanding equipment,slurry pumps,core sampling equipment,tremies or concrete pumps, casing,etc. • Details of overall construction operation sequence and the sequence of shaft construction in bents or groups. • Details of shaft excavation methods. • When the use of slurry is anticipated,details of the slurry mix design and its suitability for the subsurface conditions at the construction site,mixing and storage methods,maintenance methods and disposal procedures. • Details of methods to clean the shaft excavation. • Details of reinforcement placement,including support and centralization methods. • Details of concrete placement,including proposed operational procedures for free fall,tremie or pumping methods. • Details of casing installation and removal methods. The installation plan will be reviewed for conformance with the plans,specifications and special provisions. The Contractor will be notified within 14 days of receipt of the installation plan of any additional information required and/or changes necessary to meet the contract requirements.All procedural approvals given Will be subject to trial in the field and will not relieve the Contractor of the responsibility to satisfactorily complete the work as detailed in the plans and specifications. Place the shaft to within the following tolerances: • Vertical plumbness-1 in.per 10 feet of depth. • Center of shaft located under column-1 in.of horizontal plan position. • Center of shaft located under footing-3 in.of horizontal plan position. Complete the embankment at bridge ends before installing drilled shafts that pass through the fill.Refer to • Item 423,"Retaining Walls,"for provisions for drilled shafts passing through the structural volume of retaining walls. • 640 • 416 3.1. Excavation.The plans indicate the expected depths and elevations for encountering satisfactory bearing material.Excavate as required for the shafts through all materials encountered to the dimensions and elevations shown on the plans or required by the site conditions.Removal of man-made obstructions not shown on the plans will be paid for in accordance with Article 9.7.,"Payment for Extra Work and Force Account Method."Adjust the bottom of the shaft or alter the foundation if satisfactory founding material is not encountered at plan elevation,as approved to satisfactorily comply with design requirements.Blasting is not allowed for excavations. Stop drilling if caving conditions are encountered,and adopt a construction method that stabilizes the shaft walls. Do not excavate a shaft within 2 shaft diameters(clear)of an open shaft excavation,or one in which concrete has been placed in the preceding 24 hr. Dispose of material excavated from shafts and not incorporated into the finished project in accordance with the plans and with federal,state,and local laws. • Provide suitable access,lighting,and equipment for proper inspection of the completed excavation and checking the dimensions and alignment of shafts excavation. 3.2. Core Holes.Take cores to determine the character of the supporting materials if directed.Use a method that will result in recovery of an intact sample adequate for judging the character of the founding material.Such cores should be at least 5 ft.deeper than the proposed founding grade or a depth equal to the diameter of the shaft,whichever is greater.Take these cores when the excavation is complete. 3.3. Casing.Use casing when necessary to prevent caving of the material,to exclude ground water,when slurry is used for hole stabilization,or when required as part of the Contractor's Safety Plan.Provide casing with an outside diameter not less than the specified diameter of the shaft. The portion of shaft below the casing may be as much as 2 in.smaller than the specified shaft diameter.No extra compensation will be made for concrete required to fill an oversized casing or oversized excavation.Use casing strong enough to withstand handling stresses and pressures of concrete and of the surrounding earth or water,and that is watertight, smooth,clean,and free of accumulations of hardened concrete. Use construction methods that result in a minimal amount of disturbed soil being trapped outside the casing. This does not apply to temporary undersized casings used to protect workers inside shafts or to drilled shafts designed for point bearing only. Leave casing in place only if authorized or shown on the plans.Extract casing only after placing the concrete to an appropriate level.Maintain sufficient concrete in the casing at all times to counteract soil and water pressure.Rotate or move the.casing up or down a few inches if necessary before and during concrete placement to facilitate extraction of the casing. 3.4. Requirements for Slurry Displacement Method.When soil conditions warrant,use the slurry displacement method to construct drilled shafts unless otherwise shown on the plans.Use this method to support the sides of the excavation with processed mineral slurry that is then displaced by concrete to form a continuous concrete shaft. Install surface casing to a minimum of 10 ft.below existing ground before introducing slurry.Do not use casing other than surface casing.Do not use surface casing longer than 20 ft.without approval.Do not extract the surface casing until after placing the concrete. Pre-mix slurry in a reservoir with enough capacity to fill the excavation and for recovery of the slurry during concrete placement.Do not mix slurry in the shaft excavation or other hole.Allow adequate time for hydration of the slurry before introduction into the excavation. Maintain a head of slurry in the shaft excavation at or near ground level or higher,as necessary,to counteract ground water pressure during and after drilling. 641 416 Use an air lift or proper size cleanout bucket,just before placing reinforcing steel,to remove any material that may have fallen from the sides of the excavation or accumulated on the bottom after the completion of • drilling.Use a cleanout bucket if material is too large to be picked up with an air lift. Re-process the hole with the auger as directed if concrete placement is not started within 4 hr.of the completion of the shaft excavation.Then clean the bottom with an air lift or cleanout bucket,and check the slurry at the bottom of the hole for compliance with the slurry requirements of Article 416.2.,"Materials." Agitate the congealed slurry to liquefaction if the slurry forms.a gel before concrete placement,and whenever directed. Recover and dispose of all slurry as approved,and in accordance with all federal,state,and local laws.Do not discharge slurry into or in close proximity to streams or other bodies of water. 3.5. Reinforcing Steel.Completely assemble the cage of reinforcing steel,and place it as a unit immediately before concrete placement.The cage consists of longitudinal bars and lateral reinforcement.(spiral reinforcement,lateral ties,or horizontal bands).Connect individual segments with couplers or by lapping steel as approved if overhead obstacles prevent placement of the cage as a single unit. Extend the reinforcing steel cage as follows if the shaft is lengthened beyond plan length unless directed otherwise. • Extend the cage to the bottom for shafts supporting structures other than bridges. • Extend the cage to 25 ft.or to the bottom,whichever is shorter,for bridge shafts with plan lengths less than 25 ft. • Do not extend the cage for bridge shafts with plan lengths at least 25 ft.that are lengthened less than 33%of plan length. • Extend the cage as directed for bridge shafts with plan lengths at least 25 ft.that are lengthened more than 33%of plan length. If the cage does not reach the bottom of the shaft,it may be suspended,or a portion of the longitudinal steel may be extended to support the cage on the bottom of the shaft.Bars used to extend or support the cage may be lap spliced or welded by a qualified welder.Place the extension at the bottom of the shaft. Tie spiral reinforcement to the longitudinal bars at a spacing no more than 24 in.,or as required for a stable cage.Ensure lateral reinforcement is not welded to longitudinal bars unless otherwise shown on the plant. Center the reinforcing steel cage in the excavation using approved"roller"type centering devices unless otherwise approved.Use concrete or plastic chairs to keep the reinforcing cage off of the bottom of the hole. Use centering devices starting at 1.5 ft.off from the bottom of the cage and spaced vertically at intervals not exceeding 10 ft.Use a minimum of 3 centering devices per level at a spacing not to exceed 30 in.Flat or crescent-shaped centralizers("sleds")are not allowed. Support or hold down the cage'to control vertical displacement during concrete placement or extraction of the casing.Use support that is concentric with the cage to prevent racking and distortion of the steel. Check the elevation of the top of the steel cage before and after concrete placement or after casing extraction when casing is used.Downward movement of the steel up to 6 in.per 20 feet of shaft length and upward movement of the steel up to 6 in.total are acceptable. Maintain the minimum length of steel required for lap with column steel.Use dowel bars if the proper lap length is provided both into the shaft and into the column.Locate and tie all dowel bars into the cage before placing concrete or insert dowel bars into fresh,workable concrete. Locate and tie anchor bolts when required before placement of concrete.Use templates or other devices to assure accurate placement of anchor bolts. 642 416 3.6. Concrete.Perform all work in accordance with Item 420,"Concrete Substructures."Provide concrete with maximum placement temperatures as specified in Table 4.Provide thermal analysis to show and temperature recording devices to verify maximum core temperature requirements are met as specified in Section 420.4.7.14.,"Mass Placements,"as directed. Table 4 Maximum Concrete Placing Temperature Shaft Mix Design Mix Design Size Options 1-5 Options 6-8 Diameter<5 ft. 95°F 95°F 5 ft.<_Diameter 5 7 ft. 95°F 85°F 7 ft.<Diameter 85°F 75°F Form portions of drilled shaft that project above natural ground. Remove loose material and accumulated seep water from the bottom of the excavation before placing concrete.Place concrete using underwater placement methods if water cannot be removed. Place concrete as soon as possible after all excavation is complete and reinforcing steel is placed.Provide workable concrete that does not require vibrating or rodding.Vibrate formed portions of drilled shafts. Place concrete continuously for the entire length of the shaft. Limit free fall of concrete to 25 ft.for dry shafts of 24 in.or smaller diameter. Use a suitable tube or tremie to prevent segregation of materials.Use a tube or tremie in sections to provide proper discharge and permit raising as the placement progresses. For dry shafts over 24 in.diameter,concrete can be allowed to free fall an unlimited distance if it does not strike the reinforcing cage or sides of the hole during placement.Provide a hopper with a minimum 3-ft.long drop-tube at the top of the shaft to direct concrete vertically down the center of the shaft when free fall is used.Do not use a shovel or other means to simply deflect the concrete discharge from the truck. Maintain a sufficient head of concrete for cased shafts at all times above the bottom of the casing to overcome hydrostatic pressure.Extract casing at a slow,uniform rate with the pull in line with the axis of the shaft.Monitor the concrete level in the casing during extraction.Stop the extraction and add concrete to the casing as required to ensure a completely full hole upon casing removal.The elapsed time from the mixing of the first concrete placed into the cased portion of the shaft until the completion of extraction of the casing must not exceed the time for which the concrete maintains a slump of over 4 in.in accordance with Article 416.2.,"Materials."Modify the concrete mix,the construction procedures,or both for subsequent shafts if the elapsed time is exceeded. Cure the top surface and treat any construction joint area in accordance with Item 420,°Concrete Substructures." 3.7. Additional Requirements for Slurry Displacement or Underwater Concrete Placement Methods.Place concrete on the same day the shaft is excavated and as soon as possible after all excavation is complete and reinforcing steel is placed.Use an air lift or cleanout bucket of the proper size to clean the bottom of the excavation before placing the reinforcing steel cage and concrete.Place concrete through a closed tremie or pump it to the bottom of the excavation.The minimum tremie diameter will be at least 6 times the maximum size of aggregate used in the concrete mix but not less than 10 in.Initially seal the tremie or pump line to positively separate the concrete from the slurry or water.Place concrete continuously from the beginning of placement until the shaft is completed.Keep the tremie full of concrete and well submerged in the previously placed'concrete at all times if using a tremie.Raise the tremie as necessary to maintain the free flow of concrete and the stability of any casing used.Keep the discharge tube submerged in the previously placed concrete at all times if using a pump.Place additional concrete to ensure the removal of any contaminated concrete at the-top of the shaft.Allow the top portion of concrete to flush completely from the hole at the completion of the pour until there is no evidence of slurry or water contamination.Do not attempt to remove this concrete with shovels,pumps,or other means.Level the top of shaft with hand tools as necessary. Use a sump or other approved method to channel displaced fluid and concrete away from the shaft excavation.Recover slurry and dispose of it as approved.Do not discharge displaced fluids into or near 643 416 streams or other bodies of water.Provide a collar or other means of capturing slurry and the top portion of concrete flushed from the shaft for pours over water. Remove the tube,reseal it at the bottom,penetrate with the tube into the concrete already placed by at least 5 ft.,and recharge it before continuing if concrete placement is interrupted due to withdrawal of the submerged end of the tremie or pump discharge tube before completion.If this condition exists,notify the Engineer and note the elevation and circumstances related to the loss of seal on the drilled shaft log. The elapsed time from the mixing of the first concrete placed until the completion of concrete placement, • including extraction of the casing,must not exceed the time for which the concrete maintains a slump of over 4 in.in accordance with Article 416.2.,"Materials."Modify the concrete mix,the construction procedures,or both for subsequent shafts if the elapsed time is exceeded. 3.8. Test Load.Load test shafts,if required,in accordance with Item 405,"Foundation Load Test." 3.9. Trial Shaft.When required on the plans,construct trial shafts to the depth and diameter specified on the plans.Trial shafts include:drilling the hole,placement of the rebar cage(unless otherwise stated),and placement of the'concrete.When trial shafts are required,delay start of production shafts until successful completion of trial shafts. 4. MEASUREMENT 4.1. Drilled Shaft.Drilled shaft foundations will be measured by the foot to the bottom of the shaft. 4.1.1. Interior Bents and Piers.Shafts will be measured from a point approximately 6 in.below the finished earthwork elevation at the center of each shaft,unless specific elevations or dimensions are indicated on the plans or unless otherwise directed to meet unusual conditions.The bent height shown on the plans is for estimating purposes only and does not control the top-of-shaft measurement. 4.1.2. Abutment Bents and Retaining Walls.Shafts will be measured from the bottom of footing or cap elevation. 4.1.3. Other Non-Bridge Structures.Shafts,including trial shafts,will be measured from the top of the shaft. 4.2. Core Hole.Core holes will be measured by each core hole drilled. 5. PAYMENT The unit prices bid for the various classifications of drilled shafts will be full compensation for excavation; furnishing,placing,and removing casing;furnishing,processing,and recovering slurry;furnishing,and placing reinforcing steel;pumping;furnishing and placing concrete,including additional concrete required to fill an oversize casing or oversize excavation;conducting slump loss tests;backfilling;disposing of cuttings and slurry;and materials,tools,equipment,labor,and incidentals. When the bottom of a drilled shaft is placed at an elevation below plan grade,no direct payment will be made for extra reinforcement placed to support the cage.The extra reinforcement will be considered subsidiary to the price bid per foot of shaft.No extra payment will be made for casings left in place. No payment will be made for"Drilled Shaft"until the concrete has been placed. 5.1. Drilled Shaft.The work performed,and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Drilled Shaft,""Drilled Shaft (Non-reinforced),""Drilled Shaft(Sign Mounts),""Drilled Shaft(High Mast Pole),""Drilled Shaft(Roadway Illumination Pole),"or"Drilled Shaft(Traffic Signal Pole)"of the specified diameter,subject to the limitations for overruns authorized by the Engineer given in Section 416.5.1.1.,"Overrun." • 644 416 5.1.1. Overrun.Payment for individual completed shaft lengths up to and including 5 ft.in excess of the maximum plan length shaft,as defined in Section 416.5.1.2.,"Maximum Plan Length Shaft,"will be made at the unit price bid per foot of the specified diameter. Payment for the portion of individual completed shaft length in excess of 5 ft.and up to and including 15 ft. more than the maximum plan length shaft,as defined in this Item,will be made at a unit price equal to 115% of the unit price bid per foot of the specified diameter. Payment for the portion of individual completed shaft length in excess of 15 ft.more than the maximum plan length shaft,as defined in Section 416.5.1.2.,"Maximum Plan Length Shaft,"will be made at a unit price equal to 125%of the unit price bid per foot of the specified diameter. 5.1.2. Maximum Plan Length Shaft.Payment described above is subject to the following provisions for extra depth drilling: • For bridge structures,the maximum plan length shaft is the maximum length shaft,regardless of , diameter,for any drilled shaft on that specific bridge. • For retaining walls,the maximum plan length shaft is the maximum length shaft,regardless of diameter, for any drilled shaft on that specific retaining wall. • For overhead sign structures,the maximum plan length shaft is the maximum length shaft,regardless of diameter,for any overhead sign structures included in the Contract. • For high mast illumination poles,the maximum plan length shaft is the maximum length shaft, regardless of diameter,for any high mast illumination pole included in the Contract. • For roadway illumination poles,the maximum plan length shaft is the maximum length shaft,regardless of diameter,for any roadway illumination pole included in the Contract. • For traffic signal poles,the maximum plan length shaft is the maximum length shaft,regardless of diameter,for any traffic signal pole included in the Contract. 5.2. Core Hole.Core holes will be paid at$200 each. • 645 420 Item 420 • Concrete Substructures rrtment FiliOfl 1. DESCRIPTION Construct concrete substructures including footings,columns,caps,abutments,piers,culverts,other bridge substructure elements,and other concrete structures as indicated. 2. MATERIALS 2.1. Concrete.Provide concrete in accordance with Item 421,"Hydraulic Cement Concrete."Provide the class of concrete for each type of structure or unit as shown on the plans or in pertinent governing specifications. 2.2. Grout or Mortar.Provide grout for dowelling anchors or precast connections in accordance with DMS-4675, "Cementitious Grouts and Mortars for Miscellaneous Applications." 2.3. Latex Curing Materials.Provide an acrylic-polymer latex admixture(acrylic resin emulsion per DMS-4640, "Chemical Admixtures for Concrete")suitable for producing polymer-modified concrete or mortar.Do not allow latex to freeze. 2.4. Reinforcing Steel.Provide reinforcing steel in accordance with Item 440,"Reinforcement for Concrete." 2.5. Expansion Joint Material.Provide materials in accordance with DMS-6310,"Joint Sealants and Fillers." • Provide preformed fiber expansion joint material that conforms to the dimensions shown on the plans. • Provide preformed bituminous fiber material unless otherwise specified. • Provide asphalt board that conforms to dimensions shown on the plans. • Provide re-bonded neoprene filler that conforms to the dimensions shown on the plans. 2.6. Waterstop.Provide rubber or polyvinyl chloride(PVC)waterstops in accordance with DMS-6160,"Water Stops,Nylon Reinforced Neoprene Sheet,and Elastomeric Pads,"unless otherwise shown on the plans. 2.7. Curing Materials.Provide membrane curing compounds in accordance with DMS-4650,"Hydraulic Cement Concrete Curing Materials and Evaporation Retardants." Provide cotton mats that consist of a filling material of cotton"bat"or"bats"(at least 12 oz.per square yard) completely covered with unsized cloth(at least 6 oz.per square yard)stitched longitudinally with continuous parallel rows of stitching spaced at less than 4 in.,or tuft both longitudinally and transversely at intervals less than 3 in.Provide cotton mats that are free from tears and in good general condition.Provide a flap at least 6 in.wide consisting of 2 thicknesses of the covering and extending along 1 side of the mat. Provide polyethylene sheeting that is at least 4 mils thick and free from visible defects.Provide only clear or opaque white sheeting when the ambient temperature during curing exceeds 90°F or when applicable to control temperature during mass pours. Provide burlap-polyethylene mats made from burlap impregnated on 1 side with a film of opaque white pigmented polyethylene,free from visible defects.Provide laminated mats that have at least 1 layer.of an impervious material such as polyethylene,vinyl plastic,or other acceptable material(either as a solid sheet or impregnated into another fabric)and are free of visible defects. Provide burlap material which complies with AASHTO M 182,Class 3(10 oz.per square yard)with the following additions: 646 420 • Manila hemp may also be used to make burlap. • Do not use burlap fabricated from bags. • Do not use burlap containing any water soluble ingredient which will retard the setting time of concrete. Provide used burlap complying with the requirements stated above and that has only been used previously for curing concrete."Like new"cleanliness is not expected,but contamination with any substance foreign to the concrete curing process,such as grease or oil,will be cause for rejection. 2.8. Epoxy.Provide epoxy materials in accordance"with DMS-6100,"Epoxies and Adhesives,"unless otherwise specified. 3. EQUIPMENT 3.1. Transporting and Placing Equipment.Use appropriate transporting and placing equipment such as buckets,chutes,buggies,belt conveyors,pumps,or other equipment as necessary.Ensure concrete is not transported or conveyed through equipment made of aluminum. Use tremies to control the fall of concrete or for underwater placement.Use tremies that are watertight and of large enough diameter to allow the placement of the concrete but less than 14 in.in diameter.Construct the tremie so the bottom can be sealed and opened once the tremie has been fully charged with concrete for underwater placements. Use pumps with lines at least 5 in.inside diameter(I.D.)where Grade 2 or smaller coarse aggregate is used, and at least 8 in.I.D.for Grade 1 coarse aggregate. • 3.2. Vibrators.Use immersion-type vibrators for consolidation of concrete.Provide at least 1 standby vibrator for emergency use.Furnish vibrator head covered by a rubberized or elastomeric cover when used near epoxy , coated reinforcing steel. 3.3. Temperature Recording Equipment.Use strip chart temperature recording devices,recording maturity meters in accordance with Tex-426-A,or other approved devices that are accurate to within±2°F within the range of 32°F to 212°F for mass concrete operations,cold weather placements,and as otherwise specified. 3.4. Artificial Heating Equipment.Use artificial heating equipment as necessary for maintaining the concrete temperatures as.specified in Section 420.4.7.11.,"Placing Concrete in Cold Weather." 3.5. Spraying Equipment.Use mechanically powered pressure sprayers,either air or airless,with appropriate atomizing nozzles for the application of membrane curing.Use hand-pressurized spray equipment with 2 or 3 fan-spray nozzles if approved.Ensure the spray from each nozzle overlaps the spray from adjacent nozzles by approximately 50%. 3.6. ' Concrete Testing Equipment.Provide testing equipment for use by the Engineer in accordance with Section 421.3.3.,"Testing Equipment." 4. CONSTRUCTION Obtain approval for proposed construction methods before starting work.Approval of construction methods and equipment does not relieve the Contractor's responsibility for safety or correctness of methods, adequacy of equipment,or completion of work in full accordance with the Contract. Unless otherwise shown on the plans,it is the Contractor's option to perform testing on structural concrete (structural classes of concrete are identified in Table 8 of Section 421.4.1.,"Classification of Concrete Mix Designs,")to determine the in-situ strength to address the schedule restrictions in Section 420.4.1., "Schedule Restrictions."The Engineer may require the Contractor to perform this testing for concrete placed in cold weather.Make enough test specimens for Contractor-performed testing to ensure strength 647 420 requirements are met for the operations listed in Section 420.4.1.,"Schedule Restrictions."Make at least 1 set of test specimens for each element cast each day.Cure these specimens under the same conditions as the portion of the structure involved for all stages of construction.Ensure safe handling,curing,and storage of all test specimens.Provide testing personnel,and sample and test the hardened concrete in accordance with Section 421.4.8.,"Sampling and Testing of Concrete."The maturity method,Tex-426-A,may be used for in-situ strength determination for schedule restrictions if approved.Coring will not be allowed for in-situ strength determination for schedule restrictions.Provide the Engineer the opportunity to witness all testing operations.Report all test results to the Engineer. If the Contractor does not wish to perform schedule restriction testing,the Engineer's 7-day lab-cured tests, performed in accordance with Article 421.5.,"Acceptance of Concrete,"will be used for schedule restriction determinations.The Engineer may require additional time for strength gain to account for field curing conditions such as cold weather. 4.1. Schedule Restrictions.Construct and open completed structures to traffic with the following limitations unless otherwise shown on the plans: 4.1.1. Setting Forms.Attain at least 2,500 psi compressive strength before erecting forms on concrete footings supported by piling or drilled shafts,or on individual drilled shafts.Erect forms on spread footings and culvert footings after the footing concrete has aged at least 2 curing days as defined in Section 420.4.10.,"Curing Concrete."Place concrete only after the forms and reinforcing steel have been inspected by the Engineer. Support tie beam or cap forms by falsework on previously placed tie beams only if the tie beam concrete has attained a compressive strength of 2,500 psi and the member is properly supported to eliminate stresses not provided for in the design.Maintain curing as required until completion of the curing period. Place superstructure forms or falsework on the substructure only if the substructure concrete has attained a compressive strength of 3,000 psi. 4.1.2. Removal of Forms and Falsework.Keep in place weight-supporting forms and falsework for bridge components and culvert slabs until the concrete has attained a compressive strength of 2,500 psi in accordance with Section 420.4.11.,"Removal of Forms and Falsework."Keep all forms for mass placements in place for 4 days following concrete placement unless otherwise approved based on the outcome of the- heat control plan outlined in Section 420.4.7.14.,"Mass Placements." 4.1.3. Placement of Superstructure Members.Erect or place superstructure members or precast substructure members only after the substructure concrete has attained a compressive strength of 3,000 psi. 4.1.4. Opening to Traffic.Direct traffic culverts may be opened to construction traffic when the design strength specified in Section 421.4.1.,"Classification of Concrete Mix Design,"has been attained if curing is maintained.Obtain approval before opening direct traffic culverts to the traveling public.Open other noncritical structural and nonstructural concrete for service upon the completion of curing unless otherwise specified or directed. 4.1.5. Post-Tensioned Construction.Ensure strength requirements on the plans for structural elements designed to be post-tensioned are met for stressing and staged loading of structural elements. 4.1.6. Backfilling.Backfill in accordance with Section 400.3.3.,"Backfill." 4.2. Plans for Falsework and Forms.Submit plans for falsework and forms for the following items:vertical forms for piers and single column bents;load supporting forms for caps and tie-beams;form attachments for bridges to be widened;and other items as indicated or directed.Provide design calculations when requested. Show all essential details of proposed forms,falsework,and bracing.Have a licensed professional engineer design,seal,and sign these plans.Department approval is not required,except as noted in Table 1 of Item 5,"Control of the Work,"when forms or falsework are located such that public safety can be affected, but the Department reserves the right to request modifications to the plans.The Contractor is responsible for the adequacy of these plans.Design job-fabricated formwork assuming a weight of 150 pcf for concrete,and 648 420 include a liveload allowance of 50 psf of horizontal surface of the form.Do not exceed 125%of the allowable stresses used by the Department for the design of structures. 4.3. Falsework.Design and construct falsework to safely carry the maximum anticipated loads,including wind loads,and to provide the necessary rigidity.Consult AASI-ITO's Guide Design Specifications for Bridge Temporary Works and Construction Handbook for.Bridge Temporary Works for falsework and shoring information not indicated below.Submit details in accordance with Section 420.4.2.,"Plans for Falsework and Forms." Design job-fabricated falsework assuming a weight of 150 pcf for concrete,and include a minimum liveload allowance of 50 psf of horizontal surface of the form.Do not exceed 125%of the allowable stresses used by the Department for the design of structures. Do not exceed the manufacturer's maximum allowable working loads for moment and shear or end reaction for commercially produced structural units used in falsework.Include a minimum liveload allowance of 35 psf of horizontal form surface in determining the maximum allowable working load for commercially produced structural.units. Provide timber that is sound,in good condition,and free from defects that would impair its strength.Provide timber that meets or exceeds the species,size,and grade requirements in the submitted falsework plans. Provide wedges made of hardwood or metal in pairs to adjust falsework to desired elevations to ensure even bearing.Do not use wedges to compensate for incorrectly cut bearing surfaces. Use sills or grillages large enough to support the superimposed load without settlement.Take precautions to prevent settling of the supporting material unless the sills or grillages are founded on solid rock,shale,or other hard materials. Place falsework that cannot be founded on a satisfactory spread footing on piling or drilled shafts with enough bearing capacity to support the superimposed load without settlement.Drive falsework piling to the required resistance determined by the applicable formula in Item 404,"Driving Piling."Design drilled shafts for falsework to carry the superimposed load using both skin friction and point bearing. Weld in conformance with Item 448,"Structural Field Welding."Securely brace each falsework bent to provide the stiffness required,and securely fasten the bracing to each pile or column it crosses. Remove falsework when it is no longer required or as indicated on the submitted falsework plan.Pull or cut off foundations for falsework at least 2 ft.below finished ground level.Completely remove falsework,piling, or drilled shafts in a stream,lake,or bay to the approved limits to prevent obstruction to the waterway. 4.4. Forms.Submit formwork plans in accordance with Section 420.4.2.,"Plans for Falsework and Forms." - 4.4.1. General.Provide forms of either timber or metal except where otherwise specified or permitted. Design forms for the pressure exerted by a liquid weighing 150 pcf.Take the rate of concrete placement into consideration in determining the depth of the equivalent liquid.Include a minimum liveload allowance of 50 psf of horizontal surface for job-fabricated forms.Do not exceed 125%of the Department's allowable stresses for the design of structures. Do not exceed the manufacturer's maximum allowable working loads for moment and shear or end reaction for commercially produced structural units used for forms.Include a minimum liveload allowance of 35 psf of horizontal form surface in determining the maximum allowable working load for commercially produced structural units. Provide steel forms for round columns unless otherwise approved.Refer to Item 427,"Surface Finishes for Concrete,"for additional requirements for off-the-form finishes. 649 420 • Provide commercial form liners for imprinting a pattern or texture on the concrete surface as shown on the plans and specified in Section 427.4.3.5.,"Form Liner Finish." Provide forming systems that are practically mortar-tight,rigidly braced,and strong enough to prevent bulging between supports,and maintain them to the proper line and grade during concrete placement. Maintain forms in a manner that prevents warping and shrinkage.Do not allow offsets at form joints to exceed 1/16 in. Use only material that is inert,non-biodegradable,and nonabsorptive for forms to be left in place. Construct all forms to permit their removal without marring or damaging the concrete.Clean all forms and footing areas of any extraneous matter before placing concrete.Provide openings in forms if needed for the removal of laitance or foreign matter. Treat the facing of all forms with bond-breaking coating of composition that will not discolor or injuriously affect the concrete surface.Take care to prevent coating of the reinforcing steel. Complete all preparatory work before requesting permission to place concrete. Cease placement if the forms show signs of bulging or sagging at any stage of the placement,and remove the portion of the concrete causing this condition immediately as directed.Reset the forms and securely brace them against further movement before continuing the placement. 4.4.2. Timber Forms.Provide properly seasoned,good-quality lumber that is free from imperfections that would affect its strength or impair the finished surface of the concrete.Provide timber or lumber that meets or exceeds the requirements for species and grade in the submitted formwork plans. Maintain forms or form lumber that will be reused so it stays clean and in good condition.Do not use any lumber that is split,warped,bulged,or marred,or that has defects in any way that will produce inferior work. Promptly remove such lumber from the work. Provide form lining for all formed surfaces except: • the inside of culvert barrels,inlets,manholes,and box girders; • surfaces that are subsequently covered by backfill material or are completely enclosed;and • any surface formed by a single finished board or by plywood. Provide form lining of an approved type such as masonite or plywood.Do not provide thin membrane sheeting such as polyethylene sheets for form lining. Use plywood at least 3/4 in.thick.Place,the grain of the face plies on plywood forms parallel to the span between the supporting studs or joists unless otherwise indicated on the submitted form drawings. Use plywood for forming surfaces that remain exposed that meets the requirements for B-B Plyform Class I or Class II Exterior of the U.S.Department of Commerce Voluntary Product Standard PS 1. Space studs and joists so the facing form material remains in true alignment under the imposed loads. Space wales closely enough to hold forms securely to the designated lines,scabbed at least 4 ft.on each side of joints to provide continuity.Place a row of wales near the bottom of each placement. Place facing material with parallel and square joints,securely fastened to supporting studs. Place forms with the form panels symmetrical(long dimensions set in the same direction)for surfaces exposed to view and receiving only an ordinary surface finish as defined in Section 420.4.13.,"Ordinary Surface Finish."Make horizontal joints continuous. 650 420 Make molding for chamfer strips or other uses of materials of a grade that will not split when nailed and can be maintained to a true line without warping.Dress wood molding on all faces.Fill forms at all sharp corners and edges with triangular chamfer strips measuring 3/4 in.on the sides unless otherwise shown on the plans. Use metal form ties of an approved type or a satisfactory substitute of a type that permits ease of removal of the metal to hold forms in place.Cut back wire ties at least 1/2 in.from the face of the concrete. Use devices to hold metal ties in place that are able to develop the strength of the tie and adjust to allow for proper alignment. Entirely remove metal and wooden spreaders that separate the forms as the concrete is being placed. Provide adequate clean-out openings for narrow walls and other locations where access to the bottom of the forms is not readily attainable. 4.4.3. Metal Forms.Requirements for timber forms regarding design,mortar-tightness,filleted corners,beveled projections,bracing,alignment,removal,reuse,and wetting also apply to metal forms except metal forms do not require lining unless specifically noted on the plans. Use form metal thick enough to maintain the true shape without warping or bulging.Countersink all bolt and rivet heads on the facing sides.Design clamps,pins,or other connecting devices to hold the forms rigidly together and to allow removal without damage to the concrete.Use metal forms that present a smooth surface and line up properly.Keep metal free from,rust,grease,and other foreign materials. 4.5. Drains. Install and construct weep holes and roadway drains as shown on the plans. 4.6. Placing Reinforcement and Post-Tensioning.Place reinforcement as provided in Item 440, "Reinforcement for Concrete."Do not weld reinforcing steel supports to other reinforcing steel except where shown on the plans. Place post-tensioning ducts,anchorages,and other hardware in accordance with the approved prestressing details and Item 426,"Post-Tensioning."Keep ducts free of obstructions until all post-tensioning operations are complete. 4.7. Placing Concrete.Give the Engineer sufficient advance notice before placing concrete in any unit of the structure to permit the inspection of forms,reinforcing steel placement,and other preparations. Do not place concrete when impending weather conditions would impair the quality of the finished work. Place concrete in early morning or at night or adjust the placement schedule for more favorable weather when conditions of wind,humidity,and temperature are such that concrete cannot be placed without the potential for weather-related distress. Adequately illuminate the entire placement site as,approved when mixing,placing,and finishing concrete in non-daylight hours. Furnish adequate shelter to protect the concrete against damage from rainfall or freezing temperatures as outlined in this Item if changes in weather conditions require protective measures after work starts.Continue operations during rainfall only if approved.Use protective coverings for the material stockpiles.Cover aggregate stockpiles only to the extent necessary to control the moisture conditions in the aggregates. Allow at least 1 curing day after the concrete has achieved initial set before placing strain on projecting reinforcement to prevent damage to the concrete. 4.7.1. Placing Temperature.Place concrete according to the following temperature limits for the classes of concrete defined in Section 421.4.1.,"Classification of Concrete Mix Designs." 651 420 • Place Class C,F,H,K,or SS concrete only when its temperature at time of placement is between 50°F and 95°F.Increase the minimum placement temperature to 60°F if slag cement is used in the concrete. • Place Class S concrete,used in this Item only as indicated for culvert top slabs,only when its temperature is between 50°F and 85°F.Increase the minimum placement temperature to 60°F if slag cement is used in the concrete. • Place Class A,B,and D concrete only when its temperature at the time of placement is greater than 50°F. • Place mass concrete in accordance with Section 420.4.7.14.,"Mass Placements,"only when its temperature at the time of placement is between 50°F and 75°F. 4.7.2. ,,Transporting Time.Begin the discharge of concrete delivered in truck mixers within the times listed in Table 14 of Item 421,"Hydraulic Cement Concrete." 4.7.3. Workability of Concrete.Place concrete with a slump as specified in Section 421.4.2.5.,"Slump."Water may be added to the concrete before discharging any concrete from the truck to adjust for low slump provided that the maximum mix design water—cement ratio is not exceeded.Mix concrete in accordance with Section 421.4.6.,"Mixing and Delivering Concrete,"after introduction of any additional water or chemical admixtures.Do not add water or chemical admixtures after any concrete has been discharged. 4.7.4. Transporting Concrete.Transport concrete by buckets,chutes,buggies,belt conveyors,pumps,or other methods. Protect concrete transported by conveyors from sun and wind to prevent loss of slump and workability. Shade or wrap with wet burlap pipes through which concrete is pumped as necessary to prevent loss of slump and workability. • Arrange and use chutes,troughs,conveyors,or pipes so the concrete ingredients.will not be separated. Terminate such equipment in vertical downspouts when necessary to prevent segregation.Extend open troughs and chutes,if necessary,down inside the forms or through holes left in the forms. Keep all transporting equipment clean and free from hardened concrete coatings.Discharge water used for cleaning clear of the concrete. 4.7.5. Preparation of Surfaces.Thoroughly wet all forms and hardened concrete on which concrete is to be placed before placing concrete on them.Remove any remaining puddles of excess water before placing concrete.Provide surfaces that are in a moist,saturated surface-dry condition when concrete is placed on them. Ensure the subgrade or foundation is moist before placing concrete on grade.Lightly sprinkle the subgrade if dry. 4.7.6. Expansion Joints.Construct joints and devices to provide for expansion and contraction in accordance with plan details. Use light wire or nails to anchor any preformed fiber joint material to the concrete on 1 side of the joint. Ensure finished joints conform to the plan details with the concrete sections completely separated by the specified opening or joint material. Remove all concrete within the joint opening soon after form removal and again where necessary after surface finishing to ensure full effectiveness of the joint. 4.7.7. Construction Joints.A construction joint is the joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set.Monolithic placement means the manner and sequence of concrete placing does not create a construction joint. 652 • 420 Make construction joints of the type and at the locations shown on the plans.Additional joints in other members are not permitted without approval.Place authorized additional joints using details equivalent to those shown on the plans for joints in similar locations. Make construction joints square and normal to the-forms unless otherwise required.Use bulkheads in the forms for all vertical joints. Thoroughly roughen the top surface of a concrete placement terminating at a horizontal construction joint as soon as practical after initial set is attained. Thoroughly clean the hardened concrete surface of all loose material,laitance,dirt,and foreign matter,and saturate it with water.Remove all free water and moisten the surface before concrete or bonding grout is placed against it.Ensure the surface of the existing concrete is in a saturated surface-dry condition(SSD) just before placing subsequent concrete.Wet the existing concrete by ponding water on the surface for 24 hr. before placing subsequent concrete.Use high-pressure water blasting if ponding is not possible to achieve SSD conditions 15 to 30 min.before placing the concrete.An SSD condition is achieved when the surface remains damp when exposed to sunlight for 15 min. Draw forms tight against the existing concrete to avoid mortar loss and offsets at joints. Bonding agents are not required unless indicated otherwise.Coat the joint surface with bonding mortar, grout,epoxy,or other material if a bonding agent is required as indicated on the plans.Provide Type V epoxy per DMS-6100,"Epoxies and Adhesives,"for bonding fresh concrete to hardened concrete.Place the bonding epoxy on a clean,dry surface,and place the fresh concrete while the epoxy is still tacky.Place bonding mortar or grout on a surface that is SSD,and place the concrete before the bonding mortar or grout dries.Place other bonding agents in accordance with the manufacturer's recommendations. 4.7.8. Handling and Placing.Minimize segregation of the concrete and displacement of the reinforcement when handling and placing concrete.Produce a uniform,dense compact mass. Ensure concrete free-falls no more than 5 ft.except in the case of drilled shafts,thin walls such as in culverts,or as allowed by other Items.Remove any hardened concrete splatter ahead of the plastic concrete. Fill each part of the forms by depositing concrete as near its final position as possible.Do not deposit large quantities of concrete at 1 point and run or move the concrete along to fill the forms. Deposit concrete in the forms in layers of suitable depth but no more than 36 in.deep unless otherwise permitted. Avoid cold joints in a monolithic,placement.Sequence successive layers or adjacent portions of concrete so they can be vibrated into a homogeneous mass with the previously placed concrete before it sets.Allow no more than 1 hr.to elapse between adjacent or successive placements of concrete when re-vibration of the concrete is shown on the plans except as otherwise allowed by an approved placing procedure.This time limit may be extended by 1/2 hr.if the concrete contains at least the minimum recommended dosage of a Type B or D admixture. 4.7.9. Consolidation.Carefully consolidate concrete and flush mortar to the form surfaces with immersion type vibrators.Do not use vibrators that operate by attachment to forms or reinforcement except where approved on steel forms. Vibrate the concrete immediately after deposit.Systematically space points of vibration to ensure complete consolidation and thorough working of the concrete around the reinforcement,embedded fixtures,and into the corners and angles of the forms.Insert the vibrators vertically where possible.Vibrate the entire depth of each lift,allowing the vibrator to penetrate several inches into the preceding lift.Do not use the,vibrator to move the concrete to other locations in the forms.Do not drag the vibrator through the concrete.Thoroughly consolidate concrete along construction joints by operating the vibrator along and close to but not against the joint surface.Continue the vibration until the concrete surrounding reinforcements and fixtures is completely 653 420 • consolidated.Hand-spade or rod the concrete if necessary to ensure flushing of mortar to the surface of all forms. 4.7.10. Installation of Dowels and Anchor Bolts.Install dowels and anchor bolts by casting them in-place or by grouting with grout,epoxy,or epoxy mortar unless noted otherwise.Form or drill holes for grouting.Follow the manufacturer's recommended installation procedures for pre-packaged grout or epoxy anchor systems. Test anchors if required on the plans or by other Items. Drill holes for anchor bolts to accommodate the bolt embedment required by the plans.Make holes for dowels at least 12 in.deep unless otherwise shown on the plans.Make the hole diameter at least twice the dowel or bolt diameter,but not exceeding the dowel or bolt diameter plus 1-1/2 in.when using cementitious grout or epoxy mortar.Make the hole diameter 1/16 to 1/4 in.greater than the dowel or bolt diameter when using neat epoxy unless indicated otherwise by the epoxy manufacturer. Thoroughly clean holes of all loose material,oil,grease,or other bond-breaking substance,and blow them clean with filtered compressed air.Use a wire brush followed by oil-free compressed air to remove all loose material from the holes,repeating as necessary until no more material is removed.Ensure holes are in a surface-dry condition when epoxy type materials are used and in a surface-moist condition when cementitious grout is used.Develop and demonstrate for approval a procedure for cleaning and preparing the holes for installation of the dowels and anchor bolts.Completely fill the void between the hole and dowel or bolt with grouting material.Follow exactly the requirements for cleaning outlined in the product specifications for pre-packaged systems. Provide hydraulic cement grout for cast-in-place or grouted systems in accordance with DMS-4675, "Cementitious Grouts and Mortars for Miscellaneous Applications."Provide a Type III epoxy per DMS-6100, "Epoxies and Adhesives,"when neat epoxy is used for anchor bolts or dowels.Provide Type VIII epoxy per DMS-6100,"Epoxies and Adhesives,"when an epoxy grout is used.Provide grout,epoxy,or epoxy mortar as the binding agent unless otherwise indicated on the plans. Provide other anchor systems as required on the plans. 4.7.11. Placing Concrete in Cold Weather.Protect concrete placed under weather conditions where weather may adversely affect results.Permission given by the Engineer for placing during cold weather does not relieve the Contractor of responsibility for producing concrete equal in quality to that placed under normal conditions. Remove and replace concrete as directed at the Contractor's expense if it is determined unsatisfactory due to poor conditions. Do not place concrete in contact with any material coated with frost or with a temperature of 32°F or lower. Do not place concrete when the ambient temperature in the shade is below 40°F and falling unless approved.Place concrete when the ambient temperature in the shade is at least 35°F and rising or above 40°F. Provide and install recording thermometers,maturity meters,or other suitable temperature measuring devices to verify all concrete is effectively protected as follows: ■ Maintain the temperature at all surfaces of concrete in bents,piers,culvert walls,retaining walls, parapets,wingwalls,top slabs of non-direct traffic culverts,and other similar formed concrete at or above 40°F for 72 hr.from the time of placement. ■ Maintain the temperature of all other concrete,including the bottom slabs(footings)of culverts,placed on or in the ground above 32°F for 72 hr.from the time of placement. Use additional covering,insulated forms,or other means and,if necessary,supplement the covering with artificial heating.Avoid applying heat directly to concrete surfaces.Cure as specified in Section 420.4.10., "Curing Concrete,"during this period until all requirements for curing have been satisfied. Have all necessary heating and covering material ready for use before permission is granted to begin placement when impending weather conditions indicate the possible need for temperature protection. 654 420 4.7.12. Placing Concrete in Hot Weather.Keep the concrete at or below the maximum temperature at time of placement as specified in Section 420.4.7.1.,"Placing Temperature."Sprinkle and shade aggregate stockpiles or use ice,liquid nitrogen systems,or other approved methods as necessary to control the concrete temperature. 4.7.13. Placing Concrete in Water.Deposit concrete in water only when shown on the plans or with approval.Make forms or cofferdams tight enough to prevent any water current passing through the space in which the concrete is being deposited.Do not pump water during the concrete placing or until the concrete has set for at least 36 hr. Place the concrete with a tremie or pump,or use another approved method,and do not allow it to fall freely through the water or disturb it after it is placed.Keep the concrete surface level during placement. Support the tremie or operate the pump so it can be easily moved horizontally to cover all the work area and vertically to control the concrete flow.Submerge the lower end of the tremie or pump hose in the concrete at all times.Use continuous placing operations until the work is complete. Design the concrete mix in accordance with Item 421,"Hydraulic Cement Concrete,"with a minimum cement content of 650 lb.per cubic yard for concrete to be placed under water.Include an anti-washout admixture in the mix design as necessary to produce a satisfactory finished product. 4.7.14. Mass Placements.Develop and obtain approval for a heat control plan for monolithic placements designated on the plans as mass concrete to ensure the following during the heat dissipation period: • the temperature differential between the central core of the placement and the exposed concrete surface does not exceed 35°F and • the temperature at the central core of the placement does not exceed 160°F. Use the ConcreteWorks©software available from the Department,or another approved method based on the guidelines in ACI 207,"Mass Concrete,"to develop the heat control plan.The Department will make available technical assistance on the use of ConcreteWorks©.Develop'the heat control plan using historical temperature ranges for the anticipated time of the mass placement.Re-create the plan if the work schedule shifts by more than one month. The heat control plan may include a combination of the following elements: • selection of concrete ingredients including aggregates,gradation,and cement types,to minimize heat of hydration; • use of ice or other concrete cooling ingredients; • • use of liquid nitrogen dosing systems; • controlling rate or time of concrete placement; • use of insulation or supplemental external heat to control heat loss; • use of supplementary cementing materials; • use of a cooling system to control the core temperature;or • vary the duration formwork remains in place. Furnish and install 2 pairs of temperature recording devices,maturity meters,or other approved equivalent devices.Install devices to measure the surface temperature no more than 3 in.from the surface.Install devices to measure the core temperature a distance of half the least dimension from the nearest surface near the point of maximum predicted heat.Use these devices to simultaneously measure the temperature of the concrete at the core and the surface.Maintain temperature control methods for 4 days unless otherwise approved based on the submitted heat control plan.Do not use maturity meters to predict strength of mass concrete.Revise the heat control plan as necessary to maintain the temperature limitations shown above. If the core temperature exceeds 160°F,the mass concrete element will be subject to review and acceptance by the Engineer using forensic analyses to determine its potential reduction in service life or performance. Proceed with subsequent construction on the affected element only when notified regarding acceptance. 655 420 Repair any resulting cracking if the temperature differential between the central core of the placement and the nearest concrete surface exceeds 35°F at no expense to the Department and revise the heat control plan - as necessary to prevent further occurrences. 4.7.15. Placing Concrete in Foundation and Substructure.Do not place concrete in footings until the depth and character of the foundation has been inspected and permission has been given to proceed. Place concrete footings upon seal concrete after the cofferdams are free from water and the seal concrete is cleaned.Perform any necessary pumping or bailing during the concreting from a suitable sump located outside the forms. Construct or adjust all temporary wales or braces inside cofferdams as the work proceeds to prevent unauthorized construction joints. Omit forms when footings can be placed in a dry excavation without the use of cofferdams,if approved,and fill the entire excavation with concrete to the elevation of the top of footing. Place concrete in columns monolithically between construction joints unless otherwise directed.Columns and caps or tie beams supported on them may be placed in the same operation or separately.Allow for settlement and shrinkage of the column concrete,if placed in the same operation,by placing it to the lower level of the cap or tie beam,and delay placement between 1 and 2 hr.before proceeding with the cap or tie beam placement. 4.7.16. Placing Concrete in Box Culverts.Allow between 1 and 2 hr.to elapse where the top slab and walls are placed monolithically in culverts more than ft.in clear height before placing the top slab to allow for settlement and shrinkage in the wall concrete. Accurately finish the footing slab,at the proper time to provide a smooth uniform surface. Finish top slabs that carry direct traffic as specified in Item 422,"Concrete Superstructures."Give top slabs of fill type culverts a float finish. 4.8. Extending Existing Substructures.Verify pertinent dimensions and elevations of the existing structure before ordering any required materials. 4.8.1. Removal.Remove portions of the existing structure to the lines and dimensions shown on the plans or as directed.Dispose of these materials as shown on the plans or as directed.Repair any portion of the remaining structure damaged as a result of the construction. Do not use explosives to remove portions of the existing structure unless approved in writing.Do not use a demolition ball,other swinging weight,or impact equipment unless shown on the plans. Use pneumatic or hydraulic tools for final removal of concrete at the"break"line.Use removal equipment,as approved,that will not damage the remaining concrete. 4.8.2. Reuse of Removed Portions of Structure.Detach and remove all portions of the old structure that are to be incorporated into the extended structure to the lines and details as specified on the plans or as directed. Move the unit to be reused to the new location specified using approved methods.Place the reinforcement and extension concrete according to the plan details. 4.8.3. Splicing Reinforcing Steel.Splice new reinforcing bars to exposed bars in the existing structure using lap splices in accordance with Item 440,"Reinforcement for Concrete,"unless otherwise shown on the plans. The new reinforcing steel does not need to be tied to the existing steel where spacing or elevation does not match that of the existing steel provided the lap length is attained.Weld in accordance with Item 448,when welded splices are permitted.Install any required dowels in accordance with Section 420.4.7.10.,"Installation of Dowels and Anchor Bolts." 4.8.4. Concrete Preparation.Roughen and clean concrete surfaces that are in contact with new construction before placing forms.Prepare these construction joint surfaces in accordance with Section420.4.7.7., "Construction Joints." , 656 • • 420 • 4.9. Treatment and Finishing of Horizontal Surfaces.Strike off to grade and finish all unformed upper surfaces.Do not use mortar topping for surfaces constructed under this!Section. Float the surface with a suitable float after the concrete has been struck off. Slope the tops of caps and piers between bearing areas from the center slightly toward the edge,and slope the tops of abutment and transition bent caps from the backwall to the edge,as directed,so water drains from the surface.Give the concrete a smooth trowel finish.Construct bearing areas for steel units in accordance with Section 441.3.11.6.,"Bearing and Anchorage Devices."Give the bearing area under the expansion ends of concrete slabs and slab and girder spans a steel-trowel finish to the exact grades required.Give bearing areas under elastomeric bearing pads or nonreinforced bearing seat buildups a • textured,wood float finish.Do not allow the bearing area to vary from a level plane more than 1/16 in.in all directions. Cast bearing seat buildups or pedestals for concrete units integrally with the cap or a construction joint. Provide a latex-based mortar,an epoxy mortar,or an approved proprietary bearing mortar for bearing seat buildups cast with a construction joint.Mix mortars in accordance with the manufacturer's recommendations. Construct pedestals of Class C concrete,reinforced as shown on the plans or as indicated in Figure 1 and Figure 2.The Engineer of Record will design pedestals higher than 12 in. Reinforced Pedestal Nonreinforced • Bearing Seat for Heights Greater Build-up than 3 Minimum 1. 1/2" TT -) 404 Bars Maximum 3 at Beam • • Permissible Construction Joint Figure 1 Section through Bearing Seat Buildups . 657 420 Nonreinforced Reinforced Bearing Seat I � Pedestal Build-up I I for Heights .- — -+ Greater than 3" A -0 Figure 2 Plan View of Bearing Seat Buildups 4.10. Curing Concrete.Obtain approval of the proposed curing methods,equipment,and materials before placing concrete.The Engineer may require the same curing methods for like portions of a single structure. Inadequate curing or facilities may delay all concrete placements on the job until remedial action is taken. A curing day is a calendar day when the temperature,taken in the shade away from artificial heat,is above 50°F for at least 19 hr.or,on colder days if the temperature of all surfaces of the concrete is maintained above 40°F,for the entire 24 hr.The required curing period begins when all concrete has attained its initial } set unless indicated otherwise.Tex-440-A may be used to determine when the concrete has attained its initial set. Cure all concrete for 4 consecutive days except as allowed for the curing options listed below.Use form or membrane curing for vertical surfaces unless otherwise approved. Use only water curing for horizontal surfaces of HPC or mass concrete.Use water or membrane curing for horizontal or unformed surfaces for all other concrete. Use one of the following curing options for vertical surfaces,unless indicated otherwise. ■ Form cure for 48 hr.after placement. • Form cure for 12 hr.after placement followed by membrane curing. • For HPC Concrete,form cure for 48 hr.after placement followed by membrane curing. • For mass concrete,form cure as required by the heat control plan followed by membrane curing if forms are removed before 4 days. Apply membrane curing,if used,within 2 hr.of form removal. Use only water curing in accordance with this Section for the top surface of any concrete unit upon which concrete is to be placed and bonded at a later interval(stub walls,caps with backwalls,risers,etc.). Cure all other concrete as specified in the pertinent Items.Use the following methods for curing concrete, subject to the requirements of this Item. 4.10.1. Form Curing.When forms are left in intimate contact with the concrete,other curing methods are not required except for exposed surfaces and for cold weather protection.Use another approved curing method if forms are removed before the 4-day required curing period. 658 420 4.10.2. Water Curing.Keep all exposed surfaces of the concrete wet continuously for the required curing time.Use water curing in accordance with concrete mixing water in Section 421.2.5.,'Water."Do not use seawater or water-that stains or leaves an unsightly residue. 4.10.2.1. Blankets.Keep the concrete continuously wet by maintaining wet cotton or burlap mats in direct contact with the concrete for the required curing time.Weight the mats adequately to provide continuous contact with all concrete.Cover surfaces that cannot be cured by direct contact with mats,forming an enclosure well anchored to the forms or ground so outside air cannot enter the enclosure.Provide sufficient moisture inside the enclosure to keep all surfaces of the concrete wet. 4.10.2.2. Water Spray.Overlap sprays or sprinklers to keep all unformed surfaces continuously wet. 4.10.2.3. Ponding.Cover the surfaces with at least 2 in.of clean granular material,kept wet at all times,or at least 1 in.deep water.Use a dam to retain the water or saturated granular material. 4.10.3. Membrane Curing.Choose either Type 1-D or Type 2 membrane-curing compound unless otherwise shown on the plans.Use the same type of curing compound on an individual member. Apply membrane curing just after free moisture has disappeared at a rate of approximately 180 sq.ft.per gallon.Do not spray curing compound on projecting reinforcing steel or concrete that will later form a construction joint.Do not apply membrane curing to dry surfaces.Dampen formed surfaces and surfaces that have been given a first rub so they are moist at the time of application of the membrane. Leave the film unbroken for the minimum curing period specified when membrane is used for complete curing.Correct damaged membrane immediately by reapplication of membrane.Polyethylene sheeting, burlap-polyethylene mats,or laminated mats in close contact with the concrete surfaces are equivalent to membrane curing. 4:11. Removal of Forms and Falsework.Remove forms for vertical surfaces after the concrete has aged a minimum of 12 hr.after initial set provided the removal can be done without damage to the concrete unless otherwise directed.Keep forms for mass placements in place for 4 days following concrete placement unless otherwise approved based on the outcome of the heat control plan outlined in Section 420.4.7.14.,"Mass Placements." Leave in place weight-supporting forms and falsework spanning more than 1 ft.for all bridge components and culvert slabs except as directed otherwise until the concrete has attained a compressive strength of 2,500 psi.Remove forms for other structural components as necessary. Remove inside forms(walls and top slabs)for box culverts and sewers after concrete has attained a compressive strength of 1,800 psi if an approved overhead support system is used to transfer the weight of the top slab to the walls of the box culvert or sewer before removal of the support provided by the forms. Forms or parts of forms may be removed only if constructed to permit removal without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure. Remove all metal appliances used inside forms for alignment to a depth of at least 1/2 in.from the concrete surface.Make the appliances so metal may be removed without undue chipping or spelling of the concrete, and so it leaves a smooth opening in the concrete surface when removed.Do not burn off rods,bolts,or ties. Remove all forms and falsework unless otherwise directed. 4.12. - Defective Work.Repair defective work as soon as possible.Remove and replace at the expense of the Contractor any defect that cannot be repaired to the satisfaction of the Engineer. 4.13. Ordinary Surface Finish.Apply an ordinary surface finish to all concrete surfaces.Provide flat or textured surfaces as specified with uniform appearance.Address defects and surface irregularities not consistent with the intent of the expected finish by the following: 659 420 • Chip away all loose or broken material to sound concrete where porous,spalled,or honeycombed areas are visible after form removal. • Repair spalls in accordance with the procedures outlined in the Concrete Repair Manual available on the Department's website. - • Clean and fill holes or spalls caused by the removal of form ties,etc.,with latex grout,cement grout,or epoxy grout as approved.Fill only the holes.Do not blend the patch with the surrounding concrete.On surfaces to receive a rub finish in accordance with Item 427,"Surface Finishes for Concrete,"chip out exposed parts of metals chairs to a depth of 1/2 in.and repair the surface. • Remove all fins,rust staining,runs,drips,or mortar from surfaces that will be exposed.Smooth all form marks and chamfer edges by grinding or dry-rubbing. • Ensure all repairs are dense,well-bonded,and properly cured.Finish exposed large repairs to blend with the surrounding concrete where a higher class of finish is not specified. Apply an ordinary surface finish as the final finish to the following exposed surfaces unless noted otherwise: • inside and top of inlets, • inside and top of manholes, • inside of sewer appurtenances,and • inside of culvert barrels. Form marks and chamfer edges do not need to be smoothed for the inside of culvert barrels. 5. MEASUREMENT This Item will be measured by the cubic yard,square yard,foot,square foot,or by each structure. 5.1. General.Concrete quantities will be based on the dimensions shown on the plans or those established in writing by the Engineer. - In determining quantities,no deductions will be made for chamfers less than 2 in.or for embedded portions of steel or prestressed concrete beams,piling,anchor bolts,reinforcing steel,drains,weep holes,junction boxes,electrical or telephone conduit,ducts and voids for prestressed tendons,or embedded portions of light fixtures. , Variation in concrete headwall quantity incurred when an alternate bid for pipe is permitted will not be cause for payment adjustment. Quantities revised by a change in design,measured as specified,will be increased or decreased and included for payment. 5.2. Plans Quantity.Structure elements designated in Table 1 and measured by the cubic yard are plans quantity measurement items.The quantity to be paid for plans quantity items is the quantity shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. No adjustment will be made for footings or other in-ground elements where the Contractor has been allowed to place concrete in an excavation without forms. 660 420 Table 1 Plans Quantity Payment (Cubic Yard Measurement Only) Culverts and culvert wing walls Abutments Headwalls for pipe Footings Retaining walls Pile bent caps Inlets and manholes Post-tensioned elements Note—Other elements,including pier and bent concrete,may be paid for as"plans quantity" when shown on the plans. 5.3. Measured in Place. Items not paid for as"plans quantity"will be measured in place. 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for the class of concrete and element identified and by the special designation when appropriate.This price is full compensation for furnishing,hauling,and mixing concrete materials;furnishing,bending,fabricating,splicing,welding and placing the required reinforcement; clips,blocks,metal spacers,ties,wire,or other materials used for fastening reinforcement in place; furnishing,placing,and stressing post-tensioning system;placing,finishing,and curing concrete;mass placement controls;applying ordinary surface finish;furnishing and placing drains,metal flashing strips,and expansion joint material;excavation,subgrade preparation;and forms and falsework,equipment,labor, tools,and incidentals. Price will be adjusted in accordance with Section 421.6.,"Measurement and Payment"when required to address non-compliance of project acceptance testing. Design and installation of foundations for falsework is at the Contractor's expense. In addition to the work described above,for extending structures the unit prices bid for the various classifications of concrete shown are full compensation for removing and disposing of,if necessary,the designated portion of the existing structure;removing,stockpiling if necessary,and replacing headwall units for reuse;cleaning,bending,and cutting of exposed reinforcing steel;splicing of new reinforcing steel to existing reinforcing steel;installation of dowels;and cleaning and preparing existing concrete surfaces. • 661 421 .Item 421 Hydraulic Cement Concrete Ao�xas t of Transportation 1. DESCRIPTION Furnish hydraulic cement concrete for concrete pavements,concrete structures,and other concrete construction. • 2. MATERIALS Use materials from prequalified sources listed on the Department website.Provide coarse and fine aggregates from sources listed in the Department's Concrete Rated Source Quality Catalog(CRSQC).Use materials from non-listed sources only when tested and approved by the Engineer before use.Allow 30 calendar days for the Engineer to sample,test,and report results for non-listed sources.Do not combine approved material with unapproved material. 2.1. Cement.Furnish cement conforming to DMS-4600,"Hydraulic Cement." 2.2. Supplementary Cementing Materials(SCM). ■ Fly Ash.Furnish fly ash,ultra-fine fly ash(UFFA),and modified Class F fly ash(MFFA)conforming to DMS-4610,"Fly Ash." • Slag Cement.Furnish Slag Cement conforming to DMS-4620,"Ground Granulated Blast Furnace Slag." • Silica Fume.Furnish silica fume conforming to DMS-4630,"Silica Fume." • Metakaolin.Furnish metakaolin conforming to DMS-4635,"Metakaolin." 2.3. Cementitious Material.Cementitious materials are the cement and supplementary cementing materials • used in concrete. . 2.4. Chemical Admixtures.Furnish admixtures conforming to DMS-4640,"Chemical Admixtures for Concrete." 2.5. Water.Furnish mixing and curing water that is free from oils,acids,organic matter,or other deleterious substances.Water from municipal supplies approved by the Texas Department of Health will not require testing.Provide test reports showing compliance with Table 1 before use when using water from other sources. Water that is a blend of concrete wash water and other acceptable water sources,certified by the concrete • producer as complying with the requirements of both Table 1 and Table 2,may be used as mix water.Test the blended water weekly for 4 weeks for compliance with Table 1 and Table 2 or provide previous test results.Then test every month for compliance.Provide water test results upon request. 662 421 Table 1 Chemical Limits for Mix Water Contaminant Test Method Maximum Concentration (ppm or mg1L) Chloride(CI) ASTM C114 Prestressed concrete 500 Bridge decks&superstructure 500 All other concrete 1,000 Sulfate(SO4) ASTM C114 2,000 Alkalies(Na20+0.658K20) ASTM C114 600 Total solids ASTM C1603 50,000 Table 2 Acceptance Criteria for Questionable Water Supplies Property Test Method Limits Compressive strength,min%control at 7 days ASTM C31,ASTM C391. 90 Time of set,deviation from control,h:min. ASTM C403 From 1:00 early to 1:30 later 1. Base comparisons on fixed proportions and the same volume of test water compared to the control mix using 100%potable water or distilled water. 2. Base comparisons on sets consisting of at least 2 standard specimens made from a composite sample. Do not use mix water that has an adverse effect on the air-entraining agent,on any other chemical admixture,or on strength or time of set of the concrete.Use mixing and curing water free of iron and other impurities that may cause staining or discoloration when using white hydraulic cement. 2.6. Aggregate. 2.6.1. Coarse Aggregate.Provide coarse aggregate consisting of durable particles of gravel,crushed blast furnace slag, recycled crushed hydraulic cement concrete,crushed stone,or combinations which are free from frozen material and from injurious amounts of salt,alkali,vegetable matter,or other objectionable material,either free or as an adherent coating.Provide coarse aggregate of uniform quality throughout. • Provide coarse aggregate with the requirements listed in Table 3 unless otherwise shown on the plan. Table 3 Coarse Aggregate Requirements Description Test Method Limit Weight of Clay Lumps,%Max _ 0.25 Weight of Shale,%Max Tex-413-A 1.0 Weight of Laminate and Friable Particle,%Max 5.0 L.A.Abrasion Wear,%Max Tex-410-A 40 5-Cycle Magnesium Sulfate Soundness,12 non-air-entrained concrete,%Max Tex-411-A 25 5-Cycle Magnesium Sulfate Soundness,1,3 air-entrained concrete,%Max 18 Loss by Decantation,%Max Tex-406-A 1.5 1. Recycled crushed hydraulic cement concrete is not subject to 5-cycle magnesium sulfate soundness requirements. 2. Allowed when air-entrained concrete is used at the Contractor's option. 3. Only when air-entrained concrete is required by the plans. • Increase the loss by decantation limit to 3.0%for all classes of concrete and 5.0%for Class A,B,and P if the material finer than the No.200 sieve is determined to be at least 85%calcium carbonate in accordance with Tex-406-A,Part Ill,in the case of coarse aggregates made primarily from crushing stone unless otherwise shown on the plans.Provide test results upon request. Provide coarse aggregate conforming to the gradation requirements shown in Table 4 when tested in accordance with Tex-401-A unless otherwise specified. 663 421 Table 4 Coarse Aggregate Gradation Chart Aggregate Maximum Percent Passing on Each Sieve • Grade Nominal 2-1/2" 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 No.1 Size 1 2" 100 80-100 50-85 20-40 0-10 2 1-1/2" 100 95-100 35-70 10-30 0-10 3 1-1/2" 100 95-100 60-90 25-60 0-10 4(57) 1" 100 95-100 25-60 0-10 0-5 5(67) 3/4" 100 90-100 20-55 0-10 0-5 6(7) 1/2" 100 90-100 40-70 0-15 0-5 7 3/8" 100 70-95 0-25 8 3/8" 100 95-100 20-65 0-10 1. Corresponding ASTM C33 gradation shown in parentheses. 2.6.2. Fine Aggregate.Provide fine aggregate consisting of clean,hard,durable particles of natural,manufactured sand,recycled crushed hydraulic cement concrete,slag,lightweight aggregate,or a combination thereof. Provide fine aggregate free from frozen material and from injurious amounts of salt,alkali,vegetable matter, or other objectionable material. Provide fine aggregates with the requirements in Table 5 unless otherwise shown on the plans. Table 5 Fine Aggregate Requirements Description Test Method Limit Weight of Clay Lumps,%Max Tex-413-A. 0.50 Organic Impurities1 Tex-408-A Color not darker than standard Sand Equivalent Tex-203-F 80 Fineness Modulus Tex-402-A 2.3 to 3.1 1. Only when air-entrained concrete is specified. Provide fine aggregate or combinations of aggregates conforming to the gradation requirements shown in Table 6 when tested in accordance with Tex-401-A unless otherwise specified. - Table 6 Fine Aggregate Gradation Chart(Grade 1) Sieve Size Percent Passing 3/8" 100 #4 95-100 #8 80-100 #16 50-85 #30 25-65 #50 10-351 #100 0-10 #200 .0-32 1. 6-35 when sand equivalent value is greater than 85. 2. 0-6 for manufactured sand. 2.6.3. Intermediate Aggregate.Provide intermediate aggregate consisting of clean,hard,durable particles of natural,manufactured sand,slag,recycled crushed hydraulic cement concrete,lightweight aggregate,or a combination thereof when optimized aggregate gradation(OAG)concrete is specified or when used at the Contractor's option.Provide intermediate aggregate free from frozen material and injurious amounts of salt, alkali,vegetable matter,or other objectionable material. Provide intermediate aggregate with the requirements in Table 7. • 664 421 Table 7 Intermediate Aggregate Requirements • Description Test Method Limit Weight of Clay Lumps,%Max Tex-413-A 0.50 L.A.Abrasion Wear,1%Max • Tex-410-A 40 5-Cycle Magnesium Sulfate Soundness,1.2.3 non-air-entrained concrete,%Max 25 5-Cycle Magnesium Sulfate Soundness,1�2,4 air-entrained concrete,%Max Tex-411-A 18 Organic Impurities5 Tex-408-A Color not darker than standard Loss by Decantation,1%Max Tex-406-A 1.5 1. Only applies to the portion retained on the No.4 sieve,if more than 30%of the intermediate aggregate is retained on the No.4 sieve. 2. Recycled crushed hydraulic cement concrete is not subject to 5-cycle magnesium sulfate soundness requirements. 3. Allowed when air-entrained concrete is used at the Contractor's option. 4. Only when air-entrained concrete is required by the plans. 5. Only applies to the portion passing the 3/8 in.sieve,if more than 30%of the intermediate aggregate is passing the 3/8 in.sieve. For the portion retained on the No.4 sieve,if more than 30%of the intermediate aggregate is retained on the No.4 sieve,and in the case of aggregates made primarily from crushing stone,unless otherwise shown on the plans,the loss by decantation may be increased to 3.0%for all classes of concrete and 5.0%for Class A, B,and P if the material finer than the No.200 sieve is determined to be at least 85%calcium carbonate in accordance with Tex-406-A,Part Ill.Provide test results upon request. 2.7. Mortar and Grout.Furnish pre-packaged grouts conforming to DMS-4675,"Cementitious Grouts and Mortars for Miscellaneous Applications,"when specified for applications other than post-tension grouting. Section 421.4.2.6.,"Mix Design Options,"does not apply for mortar and grout. 2.8. Storage of Materials. 2.8.1. Cement and Supplementary Cementing Materials.Store all cement and supplementary cementing materials in weatherproof enclosures that will protect them from dampness or absorption of moisture. When permitted,small quantities of packaged cementitious material may be stored in the open,on a raised platform,and under waterproof covering for up to 48 hr. 2.8.2. Aggregates.Handle and store concrete aggregates in a manner that prevents contamination with foreign materials.Clear and level the sites for the stockpiles of all vegetation if the aggregates are stored on the , ground and do not use the bottom 6-in.layer of aggregate without cleaning the aggregate before use. Maintain separate stockpiles and prevent intermixing when conditions require the use of 2 or more grades of coarse aggregates.Separate the stockpiles using physical barriers where space is limited.Store aggregates from different sources in different stockpiles unless the Engineer authorizes pre-blending of the aggregates. Minimize segregatioh in stockpiles.Remix and test stockpiles when segregation is apparent. Sprinkle stockpiles to control moisture and temperature as necessary.Maintain reasonably uniform moisture content in aggregate stockpiles. 2.8.3. • Chemical Admixtures.Store admixtures in accordance with manufacturer's recommendations and prevent admixtures from freezing. 3. EQUIPMENT 3.1. Concrete Plants and Mixing Equipment.Except for volumetric stationary plant or truck(auger)mixers, each plant and truck mixer must be currently certified by the National Ready Mixed.Concrete Association (NRMCA)or have an inspection report signed and sealed by a licensed professional engineer showing concrete measuring,mixing,and delivery equipment meets all requirements of ASTM C94.A new certification or signed and sealed report is required every time a plant is moved.Plants with a licensed professional engineer's.inspection require re-inspection every 2 yr.Provide a copy of the certification or the 665 421 signed and sealed inspection report to the Engineer.Remove equipment or facilities from service until corrected when they fail to meet specification requirements. When allowed on the plans or by the Engineer,for concrete classes not identified as structural concrete in Table 8 or for Class C concrete not used for bridge-class structures,the Engineer may inspect and approve all plants and trucks instead of the NRMCA or non-Department engineer-sealed certifications.The criteria and frequency of Engineer approval of plants and trucks is the same used for NRMCA certification. Inspect and furnish inspection reports on the condition of blades and fins and their percent wear from the original manufacturer's design for truck mixers and agitators annually.Repair mixing equipment exhibiting 10%or more wear before use. If an inspection within 12 mo.is not practical,a 2-mo.grace period(for a maximum of 14 mo.between inspections)is permitted. 3.1.1. Scales.Check all scales before beginning of operations,after each move,or whenever their accuracy or adequacy is questioned,and at least once every 6 mo.Immediately correct deficiencies,and recalibrate. Provide a record of calibration showing scales in compliance with ASTM C94 requirements.Check batching 'accuracy of volumetric water batching devices at least every 90 days.Check batching accuracy of chemical admixture dispensing devices at least every 6 mo.Perform daily checks as necessary to ensure measuring accuracy. 3.1.2. Volumetric Mixers.Provide volumetric mixers with rating plates defining the capacity and the performance of the mixer in accordance with the Volumetric Mixer Manufacturers Bureau or equivalent.Provide volumetric mixers that comply with ASTM C685.Provide test data showing mixers meet the uniformity test requirements of Tex-472-A. Unless allowed on the plans or by the Engineer,volumetric truck(auger)mixers may not supply classes of concrete identified as structural concrete in Table 8. 3.1.3. Agitators and Truck and Stationary Mixers.Provide stationary and truck mixers capable of combining the ingredients of the concrete into a thoroughly mixed and uniform mass and capable of discharging the concrete so at least 5 of the 6 requirements of Tex-472-A are met. Perform concrete uniformity tests on mixers or agitators in accordance with Tex-472-A as directed,to resolve issues of mix uniformity and mixer performance. Perform the mixer or agitator uniformity test at the full rated capacity of the equipment.Remove all equipment that fails the uniformity test from service. Inspect and maintain mixers and agitators.Keep them free of concrete buildup,and repair or replace worn or damaged blades or fins. Ensure all mixers have a plate affixed showing manufacturer's recommended operating speed and rated capacity for mixing and agitating. 3.2. Hauling Equipment.Provide hauling equipment capable of maintaining the mixed concrete in a thoroughly mixed and uniform mass,and discharging the concrete with a satisfactory degree of uniformity. Provide equipment with smooth,mortar-tight metal containers equipped with gates that prevent accidental discharge of the concrete when using non-agitating equipment for transporting concrete. Maintain hauling equipment clean and free of built-up concrete. 3.3. Testing Equipment.Furnish and maintain the following in accordance with the pertinent test procedure unless otherwise shown on the plans or specified: sieves necessary to perform aggregate gradation analysis when optimized aggregate gradation is specified, • 666 421 • equipment necessary to perform Tex-415-A and Tex-422-A, • equipment necessary to perform Tex-409-A or Tex-425-A, • test molds, • curing facilities, ■ maturity meters if used,and • wheelbarrow or other container acceptable for the sampling of the concrete. Provide strength-testing equipment when required in accordance with the Contract-controlling test unless shown otherwise. 4. CONSTRUCTION 4.1. Classification of Concrete Mix Designs.Provide classes of concrete meeting the requirements shown in Table 8. A higher-strength class of concrete with equal or lower water-to-cementitious material(w/cm)ratio may be substituted for the specified class of concrete when approved. 4.2. Mix Design Proportioning.Furnish mix designs using ACI 211,Tex-470-A,or other approved procedures for the classes of concrete listed in Table 8 unless a design method is indicated on the plans. Perform mix design proportioning by absolute volume method unless otherwise approved.Perform cement replacement using equivalent weight method unless otherwise approved. Do not exceed the maximum w/cm ratio listed in Table 8 when designing the mixture. 4.2.1. Cementitious Materials.Do not exceed 700 lb.of cementitious material per cubic yard of concrete unless otherwise specified or approved. • Use cement of the same type and from the same source for monolithic placements. • Do not use supplementary cementing materials when white hydraulic cement is specified. Table 8 Concrete Classes 'Design Max Coarse Mix Class of Strength; w/cm Aggregate• Cement Design Exceptions to General Usages Concrete Min fc(psi) Ratio Gradeszu Types Options Mix Design Options When the cementitious material Curb,gutter,curb&gutter,conc. • content does not exceed retards,sidewalks,driveways, A 3,000 0.60 1-4,8 520 IbJcu.yd.,Class C fly ash I,II,I/II reinffoorprcedd drilled shaftss IL, may be used instead of Class F back-up anchors,non- I, 2,4,&7 IP,IS,IT,V fly ash. Riprap,traffic signal controller B 2,000 0.60 2-7 foundations,small roadside signs,and anchors • Drilled shafts,bridge substructure,bridge railing, CS 3,600 0.45 1-6 I,II,I/II,IP, 1-8 culverts except top slab of direct IS,IT?V traffic culverts,headwalls,wing walls,inlets,manholes,concrete traffic barrier(cast-in-place) When the cementitious material Seal concrete I,II,I/II, content does not exceed 520 E 3,000 0.50 2-5 IL,IP,IS, lb,/cu.yd.,Class C fly ash may IT?V be used instead of Class F fly 1-8 ash. I,II,I/II,IP, Railroad structures;occasionally F6 Notes 0.45 2-5 IS,IT? for bridge piers,columns,or bents 667 Table 8(continued) 421 Concrete Classes Class of Design Max Coarse Cement Mix Exceptions to Concrete Strength,1 w/cm Aggregate Types Design Mix Design Options General Usages Min P.(psi) Ratio Grades2.3A Options • Do not use Type III cement in Precast concrete,post-tension mass placement concrete. members H6 Notes 0.45 3-6 III,I/II,Ill, 1-5Up to 20%of blended cement IP,IS,IT?V may be replaced with listed SCMs when Option 4 is used for precast concrete. S6 4,000 0.45 2-5 I,II,I/II,IP, 1-8 Bridge slabs,top slabs,approach IS,IT,7V slabs of direct traffic culverts See When the cementitious material Concrete pavement Item 360, III Illl,IL, content does not exceed 520 "Concrete 0.50 2-3 IP,IS,IT,V 1-8 lb./cu.yd.,Class C fly ash may Pavement." be used instead of Class F fly ash. CO6 4,600 0.40 6 Bridge deck concrete overlay 1-8 LMC6 4,000 0.40 6-8 I,II,I/II,IP, Latex-modified concrete overlay IS,IT,7 V Use a minimum cementitious Slurry displacement shafts, SS6 3,600 0.45 4-6 material content of 658 lb./cu. underwater drilled shafts yd.of concrete. K6 Notes 0.40 Notes III,I/ll,III Notes IP,IS,IT,7 V Mix design options do not apply. Concrete pavement,concrete HES Notes 0.45 Notes I,IL,II,I/II, 700 lb.of cementitious material pavement repair III per cubic yard limit does not apply. Maximum fly ash replacement for Options 1 and 3 may be increased to 45%. (HPC) Note++ 0.45 Note++ . III,I/ll,Ill 1-5,&8 Up to 20%of a blended cement 6,9,10 IP,IS,IT, Vmay be replaced with listed SCMs for Option 4. Do not use Option 8 for precast concrete. Do not use Class C Fly Ash Type III-MS may be used where allowed. Type I and Type III cements may "x" be used with Options 1-3,with a 0.45 Note++ I/Il,II,IP,IS, 1-4 &7 maximum w/cm of 0.40. (s,s,+oSRC) Note++ IT,7 V Up to 20%of blended cement • may be replaced with listed SCMs when Option 4 is used for precast concrete. Do not use Option 7 for precast concrete. 1. Design strength must be attained within 56 days. 2. Do not use Grade 1 coarse aggregate except in massive foundations with 4 in.minimum clear spacing between reinforcing steel bars, unless otherwise permitted.Do not use Grade 1 aggregate in drilled shafts. 3. Use Grade 8 aggregate in extruded curbs unless otherwise approved. 4. Other grades of coarse aggregate maybe used in non-structural concrete classes when allowed by the Engineer. 5. For information only. 6. Structural concrete classes. 7. Do not use Type IT cements containing>5%limestone. 8. As shown on the plans or specified. 9. "X"denotes class of concrete shown on the plans or specified. 10. (HPC):High Performance Concrete,(SRC):Sulfate Resistant Concrete. 11. Same as class of concrete shown on the plans. 4.2.2. Aggregates.Recycled crushed hydraulic cement concrete may be used as a coarse or fine aggregate in Class A,B, E,and P concrete.Limit recycled crushed concrete fine aggregate to a maximum of 20%of the fine aggregate. 668 421 Use light-colored aggregates when white hydraulic cement is specified, Use fine aggregate with an acid insoluble residue of at least 60%by weight when tested in accordance with Tex-612-J in all concrete subject to direct traffic. Use the following equation to determine if the aggregate combination meets the acid insoluble residue requirement when blending fine aggregate or using an intermediate aggregate: (AI xP)+(A2xP2)+(4 XI )>60% 100 where: A�=acid insoluble(%)of fine aggregate 1 A2=acid insoluble(%)of fine aggregate 2 Ala=acid insoluble(%)of intermediate aggregate passing the 3/8 in.sieve P�=percent by weight of fine aggregate 1 of the fine aggregate blend P2=percent by weight of fine aggregate 2 of the fine aggregate blend Pia=percent by weight of intermediate aggregate passing the 3/8 in.sieve Alternatively to the above equation,blend fine aggregate with a micro-deval loss of less than 12%,when tested in accordance with Tex-461-A,with at least 40%of a fine aggregate with an acid insoluble residue of at least 60%. 4.2.3. Chemical Admixtures.Do not use Type C;Type E,Type F,or Type G admixtures in Class S bridge deck concrete.Do not use chemical admixtures containing calcium chloride in any concrete. Use a 30%calcium nitrite solution when a corrosion-inhibiting admixture is required.The corrosion-inhibiting admixture must be set neutral unless otherwise approved.Dose the admixture at the rate of gallons of admixture per cubic yard of concrete shown on the plans. 4.2.4. Air Entrainment.Use an approved air-entraining admixture when air-entrained concrete is specified,or when an air-entraining admixture is used at the Contractor's option,and do not exceed the manufacturer's recommended dosage.Ensure the minimum entrained air content is at least 3.0%for all classes of concrete except Class P when air-entrained concrete is specified,during trial batch,or when providing previous field data: 4.2.5. Slump.Provide concrete with a slump in accordance with Table 9 unless otherwise specified.When approved,the slump of a given concrete mix may be increased above the values shown in Table 9 using chemical admixtures,provided the admixture-treated concrete has the same or lower water-to-cementitious material ratio and does not exhibit segregation or excessive bleeding.Request approval to exceed the slump limits in Table 9 sufficiently in advance for proper evaluation by the Engineer. Perform job-control testing of slump in accordance with Section 421.4.8.3.1.,"Job-Control Testing." • • 669 421 Table 9 Placement Slump Requirements -- General Usage1 Placement Slump Range,2 in. Walls(over 9 in.thick),caps,columns,piers,approach slabs,concrete overlays 3 to 5 Bridge slabs,top slabs of direct traffic culverts,latex-modified concrete for bridge deck overlays 3 to 5-1/2 Inlets,manholes,walls(less than 9 in.thick),bridge railing,culverts,concrete traffic barrier,concrete 4 to 5-1/2 pavement(formed),seal concrete Precast concrete 4 to 9 Underwater concrete placements 6 to 8-1/2 Drilled shafts,slurry displaced and underwater drilled shafts See Item 416,tDrilled Shaft _ Foundations. Curb,gutter,curb and gutter,concrete retards,sidewalk,driveways,anchors,riprap,small roadside sign As approved foundations,concrete pavement repair,concrete repair 1. For information only. 2. For fiber reinforced concrete,perform slump before addition of fibers. 4.2.6. Mix Design Options. 4.2.6.1. Option 1.Replace 20%to 35%of the cement with Class F fly ash. 4.2.6.2. Option 2.Replace 35%to 50%of the cement with slag cement or MFFA. 4.2.6.3. Option 3.Replace 35%to 50%of the cement with a combination of Class F fly ash,slag cement,MFFA, UFFA,metakaolin,or silica fume;however,no more than 35%may be fly ash,and no more than 10%may be silica fume. 4.2.6.4. Option 4.Use Type IP,Type IS,or Type IT cement as allowed in Table 5 for each class of concrete.Up to 10%of a Type IP,Type IS,or Type IT cement may be replaced with Class F fly ash,slag cement,or silica fume.Use no more than 10%silica fume in the final cementitious-material mixture if the Type IT cement contains silica fume,and silica fume is used to replace the cement. 4.2.6.5. Option 5.Replace 35%to 50%of the cement with a combination of Class C fly ash and at least 6%of silica fume,UFFA,or metakaolin.However,no more than 35%may be Class C fly ash,and no more than 10% may be silica fume. 4.2.6.6. Option 6.Use a lithium nitrate admixture at a minimum dosage determined by testing conducted in accordance with Tex-471-A,"Lithium Dosage Determination Using Accelerated Mortar Bar Testing."Before use of the mix,provide an annual certified test report signed and sealed by a licensed professional engineer, from a laboratory on the Department's MPL,certified by the Construction Division as being capable of testing according to Tex-471-A,"Lithium Dosage Determination Using Accelerated Mortar Bar Testing." 4.2.6.7. Option 7.Ensure the total alkali contribution from the cement in the concrete does not exceed 3.5 lb.per cubic yard of concrete when using hydraulic cement not containing SCMs calculated as follows: (lb.cement per cu.yd.)x(%Nat equivalent in cement) lb.alkali per cu.yd. _ 100 4.2.6.8. Option 8.Perform annual testing as required for any deviations from Options 1-5 or use mix design options listed in Table 10.Laboratories performing ASTM C1260,ASTM C1567,and ASTM C1293 testing must be listed on the Department's MPL. Before use of the mix,provide a certified test report signed and sealed by a licensed professional engineer demonstrating the proposed mixture conforms to the requirements of Table 10. Provide a certified test report signed and sealed by a licensed professional engineer,when HPC is required, and less than 20%of the cement is replaced with SCMs,demonstrating ASTM C1202 test results indicate the permeability of the concrete is less than 1,500 coulombs tested immediately after either of the following curing schedules: 670 421 • • Moisture cure specimens 56 days at 73°F. ■ Moisture cure specimens 7 days at 73°F followed by 21 days at 100°F. Table 10 •Option 8 Testing and Mix Design Requirements cASTM C1260 Result Testing Requirements for Mix Design Materials Mix Design Mix Design or Prescriptive Mix Design Options Fine Aggregate Coarse Aggregate Determine the dosage of SCMs needed to limit the 14-day expansion of each A >0.10% >0.10% aggregate2 to 0.08%when tested individually in accordance with ASTM C1567,or Use a minimum of 40%Class C fly ash with a maximum Ca03 content of 25%. 5 0.10% 5 0.10% Use a minimum of 40%Class C fly ash with a maximum Ca03 content of 25%,or B Use any ternary combination which replaces 35%to 50%of cement. 5 0.10% ASTM C1293 1 yr. Use a minimum of 20%of any Class C fly ash,or Expansion 5 0.04% Use any ternary combination which replaces 35%to 50%of cement. Determine the dosage of SCMs needed to limit the 14-day expansion of coarse and C 5 0.10% >0.10% intermediate2 aggregate to 0.08%when tested individually in accordance with ASTM C1567,or Use a minimum of 40%Class C fly ash with a maximum Ca03 content of 25%. >0.10% <_0.10% Use a minimum of 40%Class C fly ash with a maximum Ca03 content of 25%,or D Use any ternary combination which replaces 35%to 50%of cement. >0.10% ASTM C1293 1 yr. Determine the dosage of SCMs needed to limit the 14-day expansion of fine Expansion 5 0.04% aggregate to 0.08%when tested in accordance with ASTM C1567. 1. Do not use Class C fly ash if the ASTM C1260 value of the fine,intermediate,or coarse aggregate is 0.30%or greater,unless the fly ash is used as part of a ternary system. 2. Intermediate size aggregates will fall under the requirements of mix design coarse aggregate. 3. Average the Ca0 content from the previous ten values as listed on the mill certificate. 4.2.7. Optimized Aggregate Gradation(OAG)Concrete.The gradation requirements in Table 3 and Table 4 do not apply when OAG concrete is specified or used by the Contractor unless otherwise shown on the plans. Use Tex-470-A to establish the optimized aggregate gradation.Use at least 420 lb.per cubic yard of cementitious material when OAG concrete is used unless otherwise approved.Use a coarse aggregate with a maximum nominal size of 1-1/2 in.for Class P concrete.Use a coarse aggregate for all other classes of concrete with a maximum nominal size not larger than: • 1/5 the narrowest dimension between sides of forms,or ■ 1/3 the depth of slabs,or • 3/4 the minimum clear spacing between individual reinforcing bars or wires,bundles of bars,individual tendons,bundled tendons,or ducts. Make necessary adjustments to individual aggregate stockpile proportions during OAG concrete production when the gradation deviates from the optimized gradation requirements. 4.2.8. Self-Consolidating Concrete(SCC).Provide SCC meeting the following requirements shown in Table 11 when approved for use in precast concrete.Use concrete with a slump flow that can be placed without vibration and will not segregate or excessively bleed. Request approval to exceed the slump flow limits sufficiently in advance for proper evaluation by the Engineer. 671 421 Table 11 Mix Design Requirements for SCC Tests Test Method Acceptable Limits Slump Flow for Precast Concrete ASTM C1611 22 to 271 Teo,sec ASTM C1611 2 to 7 VSI Rating ASTM C1611 0 or 1 Passing Ability,in. ASTM C1621 <<2 • Segregation Column,% ASTM C1610 <_10 Bleeding,% ASTM C232 5 2.5 1. These slump flow limits are generally acceptable for most applications.However,slump flow limits may be adjusted during mix design approval process and when approved by the Engineer. 4.3. Concrete Trial Batches.Perform preliminary and final trial batches when required by the plans,or when previous satisfactory field data is not available.Submit previous satisfactory field data to the Engineer showing the proposed mix design conforms to specification requirements when trial batches are not required and before concrete is placed. Perform preliminary and final trial batches for all self-consolidating concrete mix designs. 4.3.1. Preliminary Trial Batches.Perform all necessary preliminary trial batch testing when required,and provide documentation including mix design,material proportions,and test results substantiating the mix design conforms to specification requirements. 4.3.2. Final Trial batches.Make all final trial batches using the proposed ingredients in a mixer that is representative of the mixers to be used on the job when required.Make the batch size at least 50%of the mixer's rated capacity.Perform fresh concrete tests for air content and slump,and make,cure,and test strength specimens for compliance with specification requirements.Test at least one set of design strength • specimens,consisting of 2 specimens per set,at 7-day,28-day,and at least one additional age unless otherwise directed.Before placing,provide the Engineer the option of witnessing final trial batches,including the testing of the concrete. If not provided this option,the Engineer may require additional trial batches, including testing,before the concrete is placed. Conduct all testing listed in Table 11 when performing trial batches for self-consolidating concrete.Make an additional mixture with 3%more water than the preliminary trial batch.Make necessary adjustments to the mix design if this additional mixture does not meet requirements of Table 11.Cast and evaluate mock-ups for precast concrete that are representative of the actual product as directed.Provide the Engineer the option of witnessing final trial batches,including the testing of the concrete and the casting of the mock-ups before placement. If not provided this option,the Engineer may require additional trial batches,including testing and mock-ups,before the concrete is placed. Establish 7-day compressive strength target values using the following formula for each Class A,B,and E concrete mix designs to be used: • Target value=Minimum designstrengthx 7-dayavg.trial batch strength 28-dayavg.trialbatchstrength Submit previous satisfactory field data,data from a new trial batch,or other evidence showing the change will not adversely affect the relevant properties of the concrete when changes are made'to the type,brand,or source of aggregates,cement,SCM,water,or chemical admixtures.Submit the data for approval before making changes to the mix design.A change in vendor does not necessarily constitute a change in materials or source.The Engineer may waive new trial batches when there is a prior record of satisfactory performance with the ingredients.During concrete production,dosage.changes of chemical admixtures used in the trial batches will not require a re-evaluation of the mix design. 672 421 The Contractor has the option of performing trial batches in conjunction with concrete placements except for SCC mixtures,when new trial batches are required during the course of the project.If the concrete fails to meet any requirement,the Engineer will determine acceptability and payment adjustments. Establish the strength-maturity relationship in accordance with Tex-426-A when the maturity method is specified or permitted.When using the maturity method,any changes in any of the ingredients,including changes in proportions,will require the development of a new strength-maturity relationship for the mix. 4.3.3. Mix Design of Record.Once a trial batch or previously satisfactory field data substantiates the mix design, the proportions and mixing methods used become the mix design of record.Do not exceed mix design water- to-cement ratio. 4.4. Production Testing. 4.4.1. Aggregate Moisture Testing.Determine moisture content per Tex-409-A or Tex-425-A for coarse, intermediate,and fine aggregates at least twice a week,when there is an apparent change,or for new shipments of aggregate.When aggregate hoppers or storage bins are equipped with properly maintained electronic moisture probes for continuous moisture determination,moisture tests per Tex-409-A or Tex-425-A are not required.Electronic moisture probes,however,must be verified at least every 90 days against Tex-409-A and be accurate to within 1.0%of the actual moisture content. When producing SCC,and when aggregate hoppers or storage bins are not equipped with electric moisture probes,determine the moisture content of the aggregates before producing the first concrete batch each day. Thereafter,determine the moisture content every 4 hr.or when there is an apparent change while SCC is being produced. 4.4.2. Aggregate Gradation Testing.Perform a sieve analysis in accordance with Tex-401-A on each stockpile used in the blend at least one day before producing OAG concrete when producing optimized aggregate gradation concrete.Perform sieve analysis on each stockpile after every 10,000 cubic yards of OAG concrete produced.Provide sieve analysis data to the Engineer. 4.5. Measurement of Materials. 4.5.1. Non-Volumetric Mixers.Measure aggregates by weight.Correct batch weight measurements for aggregate moisture content.Measure mixing water,consisting of water added to the batch,ice added to the batch, water occurring as surface moisture on the aggregates,and water introduced in the form of admixtures,by volume or weight.Measure ice by weight.Measure cement and.supplementary cementing materials in a hopper and on a separate scale from those used for other materials.Measure the cement first when measuring the cumulative weight.Measure concrete chemical admixtures by weight or volume.Measure batch materials within the tolerances of Table 12. Table 12 Mix Design Batching Tolerances—Non-Volumetric Mixers Material Tolerance(%) Cement,wt. -1 to+3 SCM,wt. -1 to+3 Cement+SCM(cumulative weighing),wt. -1 to+3 Water,wt.or volume t3� Fine aggregate,wt. ±2 Coarse aggregate,wt. ±2 Fine+coarse aggregate(cumulative weighing),wt. ±1 Chemical admixtures,wt.or volume ±3 1. Allowable deviation from target weight not including water withheld or moisture in the aggregate.The Engineer will verify the water-to-cementitious material ratio is within specified limits. Ensure the quantity measured,when measuring cementitious materials at less than 30%of scale capacity,is accurate to not less than the required amount and not more than 4%in excess.Ensure the cumulative quantity,when measuring aggregates in a cumulative weigh batcher at less than 30%of the scale capacity, • 673 421 is measured accurate to±0.3%of scale capacity or±3%of the required cumulative weight,whichever is less. • - Measure cement in number of bags under special circumstances when approved.Use the weights listed on the packaging.Weighing bags of cement is not required.Ensure fractional bags are not used except for small hand-mixed batches of approximately 5 cu.ft.or less and when an approved method of volumetric or weight measurement is used. 4.5.2. Volumetric Mixers.Provide an accurate method of measuring all ingredients by volume,and calibrate equipment to assure correct measurement of materials within the specified tolerances.Base tolerances on volume—weight relationship established by calibration,and measure the various ingredients within the tolerances of Table 13.Correct batch measurements for aggregate moisture content. Table 13 Mix Design Botching Tolerances—Volumetric Mixers • Material Tolerance Cement,wt.% 0 to+4 SCM,wt.% 0 to+4 Fine aggregate,wt.% ±2 Coarse aggregate,wt.% ±2 Admixtures,wt.or volume% ±3 Water,wt.or volume% ±1 4.6. Mixing and Delivering Concrete. 4.6.1.. Mixing Concrete.Operate mixers and agitators within the limits of the rated capacity and speed of rotation for mixing and agitation as designated by the manufacturer of the equipment.Provide concrete in a thoroughly mixed and uniform mass with a satisfactory degree of uniformity when tested in accordance with Tex-472-A. Do not top-load new concrete onto returned concrete. Adjust mixing times and batching operations as necessary when the concrete contains silica fume to ensure the material is completely and uniformly dispersed in the mix.The dispersion of the silica fume within the mix will be verified by the Construction Division,Materials and Pavements Section,using cylinders made from trial batches.Make necessary changes to the batching operations,if uniform dispersion is not achieved,until uniform and complete dispersion of the silica fume is achieved. Mix concrete by hand methods or in a small motor-driven mixer when permitted,for small placements of less than 2 cu.yd.For such placements,proportion the mix by volume or weight. 4.6.2. Delivering Concrete.Deliver concrete to the project in a thoroughly mixed and uniform mass,and discharge the concrete with a satisfactory degree of uniformity.Conduct testing in accordance with Tex-472-A when there is a reason to suspect the uniformity of concrete and as directed. Maintain concrete delivery and placement rates sufficient to prevent cold joints. Adding chemical admixtures or the portion of water withheld is only permitted at the jobsite,under the supervision of the Engineer,to adjust the slump or slump flow of the concrete.Do not add water or chemical admixtures to the batch after more than an amount needed to conduct slump testing has been discharged. Turn the drum or blades at least 30 additional revolutions at mixing speed to ensure thorough and uniform mixing of the concrete.When this water is added,do not exceed the approved mix design water-to- cementitious material ratio; Before unloading,furnish the delivery ticket for the batch of concrete containing the information required on Department Form 596,"Concrete Batch Ticket."The Engineer will verify all required information is provided on the delivery tickets.The Engineer may suspend concrete operations until the corrective actions are / 674 421 implemented if delivery tickets do not provide the required information.The Engineer will verify the design water-to-cementitious material ratio is not exceeded. Begin the discharge of concrete delivered in truck mixers within the times listed in Table 14.Concrete may be discharged after these times provided the concrete temperature and slump meet the requirements listed in this Item and other pertinent Items.Perform these tests with certified testing personnel per Section 421.4.8.1.,"Certification of Testing Personnel."Provide the Engineer the option of witnessing testing of the concrete.If not provided this option,the Engineer may require additional testing before the concrete is placed. Table 14 Concrete Discharge Times Fresh Concrete Max Time After Batching for Max Time After Batching for Temperature,°F Concrete Not Containing Concrete Containing Type B or D Admixtures,min. Type B or D Admixtures;min. 90 and above 45 75 755T<90 60 90 - T<75 90 120 1. Concrete must contain at least the minimum manufacturer's recommended dosage of Type B or D admixture. 4.7. Placing,Finishing,and Curing Concrete.Place,finish,and cure concrete in accordance with the pertinent Items. 4.8. Sampling and Testing of Concrete.Unless otherwise specified,all fresh and hardened concrete is subject to testing as follows: 4.8.1. Certification of Testing Personnel.Contractor personnel performing testing must be either ACI-certified or qualified by a Department-recognized equivalent written and performance testing program for the tests being performed.Personnel performing these tests are subject to Department approval. Use of a commercial laboratory is permitted at the Contractor's option.All personnel performing testing using the maturity method must be qualified by a training program recognized by the Department before using this method on the job. 4.8.2. Fresh Concrete.Provide safe access and assistance to the Engineer during sampling.Fresh concrete will be sampled for testing at the discharge end if using belt conveyors or pumps.When it is impractical to sample at the discharge end,a sample will be taken at the time of discharge from the delivery equipment and correlation testing will be performed and documented to ensure specification requirements are met at the discharge end. 4.8.3. Testing of Fresh Concrete.Test for the fresh properties listed in Table 15. Table 15 Fresh Concrete Tests Tests Test Methods Slump1 Tex-415-A Temperature' Tex-422-A Air Content2 Tex-414-A,Tex-416-A or ASTM C457 1. Job-control testing performed by the Contractor. 2. Only required during concrete trial batch when air-entrained'concrete is specified on the plans. Concrete with a slump lower than the minimum placement slump in Table 9 after the addition of all water withheld,or concrete exhibiting segregation and excessive bleeding may be rejected. 4.8.3.1. Job-Control Testing.Perform job-control concrete temperature and slump testing as specified in Table 16 unless otherwise specified.Provide the Engineer the opportunity to witness the testing.The Engineer may require a retest if not given the opportunity to witness.Immediately notify the Engineer of any concrete temperature or slump nonconformity issues.Furnish a copy of all test results to the Engineer daily. 675 421 Table 16 Job-Control Testing Frequencies Concrete Placements Frequency Test the first few loads,then every fifth Bridge Deck Placements load delivered. All Other Structural Class Concrete Placements One test every 60 cu.yd.or fraction thereof. Non-Structural Class Concrete Placements One test every 180 cu.yd.or fraction thereof. Immediately resample and retest the concrete slump when the concrete exceeds the slump range at time of placement.If the concrete exceeds the slump range after the retest,and is used at the Contractor's option, the Engineer will make strength specimens as specified in Article 421.5.,"Acceptance of Concrete." 4.8.3.2. Strength Specimen Handling.Remove specimens from their molds and deliver Department test specimens to curing facilities within 24 to 48 hr.after molding,in accordance with pertinent test procedures unless otherwise shown on the plans or directed.Clean and prepare molds for reuse if necessary. 5. ACCEPTANCE OF CONCRETE The Engineer will sample and test the fresh and hardened concrete for acceptance.The test results will be reported to the Contractor and the concrete supplier.Investigate the quality of the materials,the concrete production operations,and other possible problem areas to determine the cause for any concrete that fails to meet the required strengths as outlined below.Take necessary actions to correct the problem including redesign of the concrete mix.The Engineer may suspend all concrete operations under the pertinent Items if the Contractor is unable to identify,document,and correct the cause of the low strengths in a timely manner. Resume concrete operations only after obtaining approval for any proposed corrective actions.Concrete failing to meet the required strength as outlined below will be evaluated using the procedures listed in Article 421.6.,"Measurement and Payment." 5.1. Structural Concrete.For concrete classes identified as structural concrete in Table 8,the Engineer will make and test 7-day and 28-day specimens.Acceptance will be based on attaining the design strength given in Table 8. 5.2. , Class P and Class HES.The Engineer will base acceptance in accordance with Item 360,"Concrete Pavement,"and Item 361,"Repair of Concrete Pavement." 5.3. All Other Concrete.For concrete classes not identified as structural concrete in Table 8,the Engineer will make and test 7-day specimens.The Engineer will base acceptance on the 7-day target value established in accordance with Section 421.4.3.,"Concrete Trial Batches." 6. MEASUREMENT AND PAYMENT The work performed,materials furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly but will be subsidiary to pertinent Items. The following procedure will be used to evaluate concrete where one or more project acceptance test specimens fail to meet the required design strength specified in this Item or on the plans: • The concrete for a given placement will be considered structurally adequate and accepted at full price if the average of all test results for specimens made at the time of placement meets the required design strength provided no single test result is less than 85%of the required design strength. • The Engineer will perform a structural review of the concrete to determine its adequacy to remain in service if the average of all test results for specimens made at the time of placement is less than the required design strength or if any test results are less than 85%of the required design strength.If the in- situ concrete strength is needed for the structural review,take cores at locations designated by the 676 421 Engineer in accordance with Tex-424-A.The Engineer will test the cores.The coring and testing will be at the Contractor's expense. • If all of the tested cores meet the required design strength,the concrete will be paid for at full price. • If any of the tested cores do not meet the required design strength,but the average strength attained is determined to be structurally adequate,the Engineer will determine the limits of the pay adjustment using the following formula: r 1z r 1 A=Bp —5.37( a I +11.691 J-5.32I J l J where: A=Amount to be paid per unit of measure for the entire placement in question Ss=Actual average strength from cylinders or cores.Use values from cores,if taken. Ss=Minimum required strength(specified) Bp=Unit Bid Price • If the structural review determines the concrete is not adequate to remain in service,the Engineer will determine the limits of the concrete to be removed. • The decision to reject structurally inadequate concrete or to apply the pay adjustment factor will be made no later than 56 days after placement. • 677 422 Item 422 Concrete Superstructures Department or Transportation 1. DESCRIPTION Construct reinforced concrete bridge slabs,decks,flat slabs,slab and girder units(pan formed),approach slabs,or other bridge superstructure elements as indicated. 2. MATERIALS 2.1. Concrete.Provide concrete conforming to Item 421,"Hydraulic Cement Concrete."Provide Class S or S (HPC)concrete for all cast-in-place concrete unless otherwise shown on the plans.Provide the class of concrete for precast components indicated on the plans or in pertinent governing Items. 2.2. • Reinforcing Steel.Provide reinforcing steel in accordance with Item 440,"Reinforcement for Concrete." 2.3. Structural Grout.Provide grout in accordance with DMS-4675,"Cementitious Grouts and Mortars for Miscellaneous Applications"or as indicated on the plans. 2.4. Expansion Joint Material.Provide materials in accordance with DMS-6310,"Joint Sealants and Fillers." ■ Provide preformed bituminous fiber expansion joint material unless indicated otherwise. • Provide a Class 4,5,or 7 low-modulus silicone sealant unless otherwise directed. • Provide asphalt board that conforms to dimensions shown on the plans. • Provide re-bonded neoprene filler that conforms to the dimensions shown on the plans. 2.5. Foam Bedding Strips for Prestressed Concrete Panels.Use extruded polystyrene conforming to ASTM C578,Type VI(40 psi compressive strength)or as specified. Provide a manufacturer's certification or data sheet stating the foam meets these requirements.Use an adhesive or bonding agent compatible with polystyrene as recommended by the polystyrene manufacturer. 2.6. Evaporation Retardants.Provide evaporation retardants in accordance with DMS-4650,"Hydraulic Cement Concrete Curing Materials and Evaporation Retardants." 2.7. Curing Materials.Provide membrane curing compounds in accordance with DMS-4650,"Hydraulic Cement Concrete Curing Materials and Evaporation Retardants." Provide cotton mats that consist of a filling material of cotton"bat"or"bats"(at least 12 oz.per square yard) completely covered with unsized cloth(at least 6 oz.per square yard)stitched longitudinally with continuous parallel rows of stitching spaced at less than 4 in.,or tuft both longitudinally and transversely at intervals less than 3 in.Provide cotton mats that are free from tears and in good general condition.Provide a flap at least 6 in.wide consisting of 2 thicknesses of the covering and extending along one side of the mat. Provide polyethylene sheeting that is at least 4 mils thick and free from visible defects.Provide opaque white sheeting when the ambient temperature during curing exceeds 90°F. Provide burlap-polyethylene mats made from burlap impregnated on one side with a film of opaque white pigmented polyethylene,free from visible defects.Provide laminated mats that have at least one layer of an impervious material such as polyethylene,vinyl plastic,or other acceptable material(either as a solid sheet or impregnated into another fabric)and are free of visible defects. 678 422 Provide burlap material which complies with AASHTO M 182,Class 3(10 oz.per square yard)with the following additions: ■ Manila hemp may also be used to make burlap. ■ Do not use burlap fabricated from bags. • Do not use burlap containing any water soluble ingredient which will retard the setting time of concrete. Provide used burlap complying with the requirements stated above,and that only has been used previously for curing concrete."Like new"cleanliness is not expected,but contamination with any substance foreign to the concrete curing process,such as grease or oil,will be cause for rejection. 2.8. Epoxy.Provide epoxy materials that conform to DMS-6100,"Epoxies and Adhesives,"unless otherwise specified. 3. EQUIPMENT 3.1. Fogging Equipment.Use fogging equipment that can apply water in a fine mist,not a spray.Produce the fog using equipment that pumps water or water and air under high pressure through a suitable atomizing nozzle.Use hand-held mechanical equipment portable enough to use in the direction of any prevailing wind and adaptable for intermittent use to prevent excessive wetting of the concrete. 3.2. Transporting and Placing Equipment.Use appropriate transporting and placing equipment such as buckets,chutes,buggies,belt conveyors,pumps,or other equipment as necessary.Do not transport or convey concrete through equipment made of aluminum.Use carts with pneumatic tires for carting or wheeling concrete over newly placed slabs. Use tremies that are watertight to control the fall of concrete and of large enough diameter to allow the placement of the concrete but less than 14 in.in diameter. Use pumps with lines at least 5 in.inside diameter(I.D.)where Grade 2 or smaller coarse aggregate is used and at least 8 in.I.D.for Grade 1 coarse aggregate. 3.3. Vibrators.Use immersion-type vibrators for consolidation of concrete.Provide at least 1 standby vibrator for emergency use.Furnish vibrator head covered by a rubberized or elastomeric cover when used near epoxy coated reinforcing steel. 3.4. Screeds and Work Bridges for Bridge Slabs.Use a self-propelled transverse screed or a mechanical longitudinal screed for bridge slabs.Use transverse screeds that are able to follow the skew of the bridge for skews greater than 15°unless otherwise approved.Equip transverse screeds with a pan float. Manually operated screeding equipment may be used if approved for top slabs of culverts,small placements,or unusual conditions.Use screeds that are rigid and heavy enough to hold true to shape and have sufficient adjustments to provide for the required camber or section.Equip the screeds,except those of the roller drum type,with metal cutting edges. Use sufficient work bridges for finishing operations for bridge slabs.Mount a carpet drag to a work bridge or a moveable support system that can vary the area of carpet in contact with the concrete.Use carpet pieces long enough to cover the entire width of the placement.Splice or overlap the carpet as necessary.Ensure enough carpet is in contact longitudinally with the concrete being placed to provide the desired surface finish. Use artificial grass-type carpeting with a molded polyethylene pile face with a blade length between 5/8 and 1 in.and minimum weight of 70 oz.per square yard.Ensure the carpet has a strong,durable backing not subject to rot and the facing is.adequately bonded to the backing to withstand the intended use.A burlap drag,attached to the pan float on a transverse screed,may be used instead of the carpet drag. 3.5. Temperature Recording Equipment.Use strip chart temperature recording devices,recording maturity meters in accordance with Tex-426-A,or other approved devices that are accurate within±2°F within the range of 32°F to212°F. 679 422 3.6. Artificial Heating Equipment.Use artificial heating equipment as necessary for maintaining the concrete temperatures as specified in Section 422.4.6.11.,"Placing Concrete in Cold Weather." 3.7. Sawing Equipment.Use sawing equipment capable of cutting grooves in completed bridge slabs and top slabs of direct traffic culverts.Provide grooves that are 1/8 to 3/16 in.deep,nominally 1/8 in.wide,and spaced at 1 in.Use sawing equipment capable of cutting grooves in hardened concrete within 18 in.of the barrier rail or curb. 3.8. • Spraying Equipment. Use mechanically powered pressure sprayers with appropriate atomizing nozzles for the application of membrane curing.Mechanically driven spraying equipment,adaptable to the rail system used by the screeds,may be used for applying membrane curing to bridge slabs.Use hand-pressurized spray equipment equipped with 2 or 3 fan-spray nozzles if approved.Ensure the spray from each nozzle overlaps the spray from adjacent nozzles by approximately 50%. 3.9. Concrete Testing Equipment.Provide testing equipment for the Engineer's use in accordance with Section 421.3.3.,`Testing Equipment." 4. CONSTRUCTION Obtain approval for proposed construction methods before starting work.Approval of construction methods and equipment does not relieve the Contractor's responsibility for safety or correctness of methods, adequacy of equipment,or completion of work in full accordance with the Contract.Attend the pre- construction(pre-pour)meetings for bridge slabs conducted by the Engineer..Provide and obtain approval for proposed finishing methods,interim curing methods,and final curing methods. Unless otherwise shown on the plans,it is the Contractor's option to perform testing on structural concrete (structural classes of concrete are identified in Table 8 of Section 421.4.1.,"Classification of Concrete Mix Designs,")to determine the in-situ strength to address the schedule restrictions listed below.The Engineer may require the Contractor to perform this testing for concrete placed in cold weather.Make enough test specimens for Contractor-performed testing to ensure strength requirements are met for the operations listed below.Make at least 1 set of test specimens for each element cast each day.Cure these specimens under the same conditions as the portion of the structure involved for all stages of construction.Ensure safe handling,curing,and storage of all test specimens.Provide testing personnel,and sample and test the hardened concrete in accordance with Section 421.4.8.,"Sampling and Testing of Concrete."The maturity method,Tex-426-A,may be used for in-situ strength determination for schedule restrictions if approved. Coring will not be allowed for in-situ strength determination for schedule restrictions.Provide the Engineer the opportunity to witness all testing operations.Report all test results to the Engineer. If the Contractor does not wish to perform schedule restriction testing,the Engineer's 7-day lab-cured tests, performed in accordance with Article 421.5.,"Acceptance of Concrete,"will be used for schedule restriction determinations.The Engineer may require additional time for strength gain to account for field curing conditions such as cold weather. 4.1. Schedule Restrictions and Inspection Hold-Points. 4.1.1. Placement of Superstructure Members.Place or cast superstructure members after the substructure concrete has attained a compressive strength of 3,000 psi. 4.1.2. Longitudinal Screeding of Bridge Slabs.Place a longitudinal screed directly on previously placed concrete slabs to check and grade an adjacent slab only after the previously placed slab has aged at least 24 hr. Place and screed the concrete after the previously placed slabs have aged at least 48 hr.Maintain curing of the previously placed slabs during placement. 4.1.3. Staged Placement of Bridge Slabs on Continuous Steel Units.Ensure the previously placed concrete attains a compressive strength of 3,000 psi when staged placement of a slab is required or used before • 680 422 placing the next stage placement.Multiple stages may be placed in a single day if approved by the Engineer of Record. 4.1.4. Storage of Materials on the Structure.Obtain approval to store materials on completed portions of a structure once a compressive strength of 3,000 psi has been attained.Maintain proper curing if materials will be stored on structures before completion of curing. 4.1.5. Placement of Equipment and Machinery.Do not place erection equipment or machinery on the structure until the concrete has attained the design strength specified in Section 421.4.1.,"Classification of Concrete Mix Designs,"unless otherwise approved. 4.1.6. Carting of Concrete Cart,wheel,or pump concrete over completed slabs after the completed concrete has attained a compressive strength of 3,000 psi.Maintain curing during these operations. 4.1.7. Placing Bridge Rails.Reinforcing steel and concrete for bridge rails may be placed on bridge slabs once the slab concrete has attained a compressive strength of 3,000 psi.Ensure the slab concrete has attained its design strength specified in Section 421.4.1.,"Classification of Concrete Mix Designs,"before placing railing concrete if slipforming methods are used for railing concrete. 4.1.8. Opening to Construction Traffic.Bridges may be opened to all construction traffic when the design strength specified in Section 421.4.1.,"Classification of Concrete Mix Designs,"has been attained if curing is maintained.Avoid crossing bridges at high speeds until railing concrete,if present,has attained a • compressive strength of 3,000 psi. 4.1.9. Opening to Full Traffic.Bridges may be opened to the traveling public when the design strength specified in Section 421.4.1.,"Classification of Concrete Mix Designs,"has been attained for all structural elements including railing subject to impact from traffic and when curing has been completed for all slabs.Obtain approval before opening bridges to the traveling public. 4.1.10. Inspection Hold-Points.Notify Engineer of progress of work and when work is complete before beginning next stage of work. • Beam erection and bracing _ • Formwork,including setting of precast panels • Placing reinforcing steel ▪ Screed dry run and pre-pour clear cover checks • Attend pre-pour meeting conducted by the Engineer • • Post-curing crack inspection 4.2. Forms.Submit forming plans for decks or slabs on beams or girders,overhangs,cast-in-place spans,and bracing systems for girders when the overhang exceeds 3 ft.6 in.Submit similar plans for other units of the superstructure as directed.Show all essential details of proposed forms and bracing.Have a licensed professional engineer design,seal,and sign these plans.Department approval is not required,but the Department reserves the right to request modifications to the plans.The Contractor is responsible for the adequacy of these plans. Design job-fabricated formwork assuming a weight of 150 pcf for concrete,and include a minimum liveload allowance of 50 psf of horizontal surface of the form.Do not exceed 125%of the allowable stresses used by the Department for the design of structures. Use conventional forms,permanent metal deck forms,or prestressed concrete panels for slabs on beams or girders unless indicated otherwise.Use permanent metal deck forms or conventional forms for thickened slabs,diaphragms,or other regions as shown on the plans where prestressed concrete panels are not used. Provide prestressed concrete panels as shown on the plans and in accordance with Item 424,`Precast Concrete Structural Members(Fabrication)."Provide copies of the precast panel layout drawings from the panel fabricator. 681 422 Use only material that is inert,non-biodegradable,and nonabsorptive for forms to be left in place. Overhang form supports that transmit a horizontal force to a steel girder or beam or to a prestressed concrete beam are permitted provided a satisfactory structural analysis has been made of the effect on the girder or beam as indicated in the submitted formwork plans. Use beam bracing as indicated on the plans when overhang brackets are used on prestressed concrete beam spans with slab overhangs not exceeding 3 ft.6 in.Provide and design additional support or bracing for the outside beams regardless of the type of beam used for spans with overhangs exceeding this amount. Attachment of forms or screed supports for bridge slabs to steel I-beams or girders may be by welding subject to the following requirements: • Do not weld to tension flanges or to areas indicated on the plans. • Weld in accordance with Item 448,"Structural Field Welding." When setting forms of any type take into account: • deflections due to cast-in-place slab concrete and railing shown in the dead load deflection diagram, • differential beam or girder deflections due to skew angles and the use of certain stay-in-place slab forming systems,and • deflection of the forming system due to the wet concrete. Securely stake forms to line and grade and maintain in position for bridge approach slabs.Rigidly attach inside forms for curbs to the outside forms. Construct all forms to permit their removal without marring or damaging the concrete.Clean all forms and footing areas of any extraneous matter before placing concrete.Provide openings in forms if needed for the removal of laitance or foreign matter. Treat the facing of all forms with bond-breaking coating of composition that will not discolor or injuriously affect the concrete surface.Take care to prevent coating of the reinforcing steel. Complete all preparatory work before placing concrete. 4.2.1. Precast Panels.Profile each beam to determine the actual camber or sag of the beams before placing panels.Adjust the profile grade line,panel elevation,and bearing seat elevations as needed to obtain the required cover over the slab reinforcement and slab thickness while maintaining ride quality.Make adjustments over suitable increments when a profile grade line adjustment is necessary,depending on span lengths,so the revised grade line will produce a uniform profile and good riding qualities.Obtain approval for the grade adjustments before placement.Consider actual beam camber in adjacent spans or slab placements when adjusting the grade line.Inspect each panel before being placed for cracks and other damage.Refer to Section 424.4.3.1.,"Defects and Breakage,"for rejection criteria due to cracking and other • damage. . 4.2.2. Permanent Metal Decking.Submit signed and sealed design calculations in addition to the required formwork drawings.Design and install formwork in accordance with the plans and formwork drawings.The plans will govern in cases where the plans and the formwork drawings conflict. 4.2.3. Conventional Forms.Provide properly seasoned good-quality lumber free from imperfections that would affect its strength or impair the finished surface of the concrete.Provide timber or lumber that meets or exceeds the requirements for species and grade in the submitted formwork plans. Maintain forms or form lumber that will be reused so that it stays clean and in good condition.Do not use any lumber that is split,warped,bulged,or marred or that has any defect that will produce inferior work;remove such lumber from the work. 682 422 Use plywood at least 3/4 in.thick.Use plywood for forming surfaces that remain exposed that meets the requirements for B-B Plyform Class I or Class II Exterior of the U.S.Department of Commerce Voluntary Product Standard PS 1. Space studs and joists so that the facing form material remains in true alignment under the imposed loads. Place forms with the form panels symmetrically(long dimensions set in the same direction)for surfaces exposed to view and receiving only an ordinary surface finish as defined in Section 420.4.13.,"Ordinary Surface Finish."Make horizontal joints continuous. Make molding for chamfer strips or other uses of materials of a grade that will not split when nailed and can be maintained to a true line without warping.Dress wood molding on all faces.Fill forms at all sharp corners and edges with triangular chamfer strips measuring 3/4 in.on the sides unless otherwise shown on the plans. 4.3. • Placing Reinforcement.Place reinforcement as provided in Item 440,"Reinforcement for Concrete."Do not weld reinforcing steel supports to I-beams or girders or to reinforcing steel except where shown on the plans. 4.4. Drains.Install and construct weep holes and roadway drains as shown on the plans. 4.5. Extending Existing Slabs.Verify pertinent dimensions and elevations of the existing structure before ordering any required materials. 4.5.1. Removal.Remove portions of the existing structure to the lines and dimensions shown on the plans or as directed.Dispose of these materials as shown on the plans or as directed.Remove any metal railing without damaging it,and stack it neatly on the right of way at locations that do not interfere with traffic or construction or at locations shown on the plans.All removed metal railing remains the property of the Department unless otherwise shown on the plans.Repair any portion of the remaining structure damaged as a result of the construction.Do not use explosives to remove portions of the existing structure unless approved in writing. Do not use a demolition ball,other swinging weight,or impact equipment unless shown on the plans.Use pneumatic or hydraulic tools for final removal of concrete at the"break"line.Use removal equipment,as approved,that will not damage the remaining concrete. 4.5.2. Reuse of Removed Portions of Structure.Detach and remove all portions of the old structure that are to be incorporated into the extended structure to the lines and details as specified on the plans or as directed. Move the unit to be reused to the new location specified using approved methods.Place the reinforcement and extension concrete according to the plan details. 4.5.3. Breaking Back Bridge Slabs.Saw the top surface of the slab for bridge slabs and direct traffic slabs of box culverts along the"break"line to a depth of 1/2 in.before breaking back.Do not cut the reinforcement at the "break"line.Sever the concrete at the"break"line.Do not damage the remaining reinforcement within 1 lap length of the"break"line during removal of the designated portion of the existing structure. 4.5.4. Splicing Reinforcing Steel.Splice new reinforcing bars to exposed bars in the existing structure using lap splices in accordance with Item 440,"Reinforcement for Concrete,"unless otherwise shown on the plans. The new reinforcing steel does not need to be tied to the existing steel where spacing or elevation does not match that of the existing steel provided the lap length is attained.Weld in accordance with Item 448, "Structural Field Welding,"when welded splices are permitted.Install any required dowels in accordance with Section 422.4.6.10.,"Installation of Dowels and Anchor Bolts." 4.5.5. Concrete Preparation.Roughen and clean concrete surfaces that are in contact with new construction before the placing of forms.Prepare these construction joint surfaces in accordance with Section 422.4.6.7., "Construction Joints." 4.6. Placing Concrete.Do not place concrete unless approval is obtained for the hold-point inspections as outlined in Section 422.4.1.10.,"Inspection Hold-Points"and the pre-pour meeting has been conducted.Give the Engineer sufficient advance notice before placing concrete in any unit of the structure to permit the final inspection of forms,reinforcing steel placement,and other preparations.Obtain approval for proposed curing 683 422 methods based on forecast weather conditions for the expected duration of the pour and use the evaporation rate nomograph as mentioned below to determine the required curing options. Follow the sequence of placing concrete shown on the plans or specified. Domot place concrete when impending weather conditions would impair the quality of the finished work. Place concrete in early morning or at night or adjust the placement schedule for more favorable weather if conditions of wind,humidity,and temperature are such that concrete cannot be placed without the potential for plastic shrinkage cracking.Consult the evaporation rate nomograph in the Portland Cement Association's Design and Control of Concrete Mixtures or the evaporation rate spreadsheet,available on the Department's website for shrinkage cracking potential.Adequately illuminate the entire placement site when mixing, placing,and finishing concrete in non-daylight hours as approved. Furnish adequate shelter to protect the concrete against damage from rainfall or from freezing temperatures as outlined in this Item if changes in weather conditions require protective measures after work starts. Continue operations during rainfall only if approved.Use protective coverings for the material stockpiles. Cover aggregate stockpiles only to the extent necessary to control the moisture conditions in the aggregates. Allow at least 1 curing day after the concrete has achieved initial set before placing strain on projecting reinforcement to prevent damage to the concrete. 4.6.1. Placing Temperature.Place superstructure concrete only when its temperature at the time of placement is between 50°F and 85°F.Increase the minimum placement temperature to 60°F if slag cement is used in the concrete. 4.6.2. Transporting Time.Begin the discharge of concrete delivered in truck mixers within the times listed in Table 14 of Item 421,"Hydraulic Cement Concrete." 4.6.3. Workability of Concrete.Place concrete with a slump as specified in Section 421.4.2.5.,"Slump."Placing concrete with slump exceeding maximum specified may result in bridge deck cracking and be subject to Section 422.4.10.,"Defective Work."Water may be added to the concrete before discharging any concrete from the truck to adjust for low slump provided the maximum mix design water-cement ratio is not exceeded. Mix concrete after introduction of any additional water or chemical admixtures in accordance with Section 421.4.6.,"Mixing and Delivering Concrete."Do not add water or chemical admixtures after any concrete has been discharged. 4.6.4. Transporting Concrete.Use a method and equipment capable of maintaining the rate of placement shown on the plans or required by this Item to transport concrete to the forms.Transport concrete by buckets, chutes,buggies,belt conveyors,pumps,or other methods. Protect concrete transported by conveyors from sun and wind to prevent loss of slump and workability. Shade or wrap with wet burlap pipes through which concrete is pumped as necessary to prevent loss of slump and workability. Arrange and use chutes,troughs,conveyors,or pipes so the concrete ingredients will not be separated. • Terminate such equipment in vertical downspouts,when necessary,to prevent segregation. Extend open troughs and chutes,if necessary,down inside the forms or through holes left in the forms. Keep all transporting equipment clean and free from hardened concrete coatings.Discharge water used for cleaning clear of the concrete. 4.6.5. Preparation of Surfaces.Thoroughly wet all forms,prestressed concrete panels,T-beams,slab beams,and concrete box beams on which concrete is to be placed before placing concrete on them.Remove free water from the surface or beam lines before placing concrete.Provide surfaces that are in a moist,saturated surface-dry condition when concrete is placed on them. 684 • 422 Ensure the subgrade or foundation is moist before placing concrete for bridge approach slabs. 4.6.6. Expansion Joints.Construct joints and devices to provide for expansion and contraction in accordance with plan details and the requirements of this Section and Item 454,"Bridge Expansion Joints." Prevent bridging of concrete or mortar around expansion joint material in bearings and expansion joints. Use forms adaptable to loosening or early removal in construction of all open joints and joints to be filled with expansion joint material.Loosen these forms as soon as possible after final concrete set to permit free movement of the span without requiring full form removal and avoid expansion or contraction damage to the adjacent concrete. Provide preformed fiber joint material or a high density foam in the vertical joints of the roadway slab,curb, median,or sidewalk when the plans show a Type A joint,and fill the top 1 in.with the specified joint sealing material unless noted otherwise.Install the sealer in accordance with Item 438,"Cleaning and Sealing Joints,"and the manufacturer's recommendations. Use light wire or nails to anchor any preformed fiber joint material to the concrete on 1 side of the joint. Ensure that finished joints conform to the plan details with the concrete sections completely separated by the specified opening or joint material. • Remove all concrete within the joint opening soon after form removal and again where necessary after surface finishing to ensure full effectiveness of the expansion joint. _ 4.6.7. Construction Joints.A construction joint is formed by placing plastic concrete in direct contact with concrete that has attained its initial set.Monolithic placement means the manner.and sequence of concrete placing does not create a construction joint. Make construction joints of the type and at the locations shown on the plans.Do not make joints in bridge slabs not shown on the plans unless approved.Additional joints in other members are not permitted without approval.Place authorized additional joints using details equivalent to those shown on the plans for joints in similar locations. Make construction joints square and normal to the forms unless otherwise required.Use bulkheads in the forms for all vertical joints. Thoroughly clean the hardened concrete surface of all loose material,laitance,dirt,and foreign matter,and saturate it with water.Remove all free water and moisten the surface before concrete or bonding grout is placed against it. Ensure the surface of the existing concrete is in a saturated surface-dry(SSD)condition just before placing subsequent concrete.Prewet the existing concrete by ponding water on the surface for 24 hr.before placing subsequent concrete.Use high-pressure water blasting to achieve SSD conditions 15 to 30 min.before placing the concrete if ponding is not possible.An SSD condition is achieved when the surface remains damp when exposed to sunlight for 15 min. Draw forms tight against the existing concrete to avoid mortar loss and offsets at joints. Bonding agents are not required unless indicated otherwise.Coat the joint surface with bonding mortar, grout,epoxy,or other material as indicated on the plans or other Items if a bonding agent is required.Provide Type V epoxy per DMS-6100,"Epoxies and Adhesives,"for bonding fresh concrete to hardened concrete. Place the bonding epoxy on a clean,dry surface,and place the fresh concrete while the epoxy is still tacky. Place bonding mortar or grout on a surface that is SSD,and place the concrete before the bonding mortar or grout dries.Place other bonding agents in accordance with the manufacturer's recommendations. 4.6.8. Handling and Placing.Minimize segregation of the concrete and displacement of the reinforcement when handling and placing concrete. Produce a uniform,dense,compact mass. 685 422 Do not allow concrete to free-fall more than 5 ft.Remove any hardened concrete splatter ahead of the plastic concrete. Fill each part of the forms by depositing concrete as near its final position as possible.Do not deposit large quantities at one point and run or work the concrete along the forms. Avoid cold joints in a monolithic placement.Sequence successive layers or adjacent portions of concrete so they can be vibrated into a homogeneous mass with the previously placed concrete before it sets. 4.6.9. Consolidation.Carefully consolidate concrete and flush mortar to the form surfaces with immersion type vibrators.Do not use vibrators that operate by attachment to forms or reinforcement except where approved on steel forms. Vibrate the concrete immediately after deposit.Systematically space points of vibration to ensure complete consolidation and thorough working of the concrete around the reinforcement,embedded fixtures,and into the corners and angles of the forms. Insert the vibrator vertically where possible except for slabs where it may be inserted in a sloping or horizontal position.Vibrate the entire depth of each lift,allowing the vibrator to penetrate several inches into the preceding lift.Do not use the vibrator to move the concrete to other locations in the forms.Do not drag the vibrator through the concrete.Thoroughly consolidate concrete along construction joints by operating the vibrator along and close to but not against the joint surface.Continue the vibration until the concrete surrounding reinforcements and fixtures is completely consolidated. Hand-spade or rod the concrete if necessary to ensure flushing of mortar to the surface of all forms.Concentrate vibration efforts along the beams lines when precast concrete panels are used for deck construction. 4.6.10. Installation of Dowels and Anchor Bolts.Install dowels and anchor bolts by casting them in-place or by grouting with grout,epoxy,or epoxy mortar unless noted otherwise.Form or drill holes for grouting.Use only epoxy when installing horizontal dowels into the edges of slabs.Follow the manufacturer's recommended installation procedures for pre-packaged grout or epoxy anchor systems.Test anchors if required on the plans or by other Items. Drill holes for anchor bolts to accommodate the bolt embedment required by the plans.Make holes for dowels at least 12 in.deep unless otherwise shown on the plans.Make the hole diameter at least twice the dowel or bolt diameter,but the hole need not exceed the dowel or bolt diameter plus 1-1/2 in.when using cementitious grout or epoxy mortar.Make the hole diameter 1/16 to 1/4 in.greater than the dowel or bolt diameter when using neat epoxy unless indicated otherwise by the epoxy manufacturer. Thoroughly clean holes of all loose material,oil,grease,or other bond-breaking substance,and blow them clean with filtered compressed air.Use a wire brush followed by oil-free compressed air to remove all loose material from the holes,repeating as necessary until no more material is removed.Ensure holes are in a surface-dry condition when epoxy type materials are used and in a surface-moist condition when cementitious grout is used.Develop and demonstrate for approval a procedure for cleaning and preparing the holes for installation of the dowels and anchor bolts.Completely fill the void between the hole and dowel or bolt with grouting material.Follow exactly the requirements for cleaning outlined in the product specifications for pre-packaged systems. Provide a Type Ill epoxy per DMS-6100,"Epoxies and Adhesives,"when neat epoxy is used for anchor bolts or dowels.Provide Type VIII epoxy per DMS-6100,"Epoxies and Adhesives,"when an epoxy grout is used. Provide grout,epoxy,or epoxy mortar as the binding agent unless otherwise indicated on the plans. Provide other anchor systems as required on the plans. 4.6.11. Placing Concrete in Cold Weather.Protect concrete placed under weather conditions where weather may adversely affect results. Permission given by the Engineer for placing during cold weather does not relieve the Contractor of responsibility for producing concrete equal in quality to that placed under normal conditions. If concrete placed under poor conditions is unsatisfactory,remove and replace it as directed at Contractor's expense. 686 422 Do not place concrete in contact with any material coated with frost or with.a temperature of 32°F or lower. Do not place concrete when the ambient temperature in the shade is below 40°F and falling unless approved.Place concrete when the ambient temperature in the shade is at least 35°F and rising or above 40°F. Provide and install recording thermometers,maturity meters,or other suitable temperature measuring devices to verify all concrete is effectively protected.Maintain the temperature of the top surface of bridge slabs and top slabs of direct traffic culverts at 50°F or above for 72 hr.from the time of placement and above 40°F for an additional 72 hr. Use additional covering,insulated forms,or other means and,if necessary,supplement the covering with artificial heating.Avoid applying heat directly to concrete surfaces.Cure as specified in Section 422.4.8., "Final Curing,"during this period until all requirements for curing have been satisfied. Have on hand all necessary heating and covering material,ready for use,before permission is granted to begin placement when impending weather conditions indicate the possible need for temperature protection. Distress caused by concrete drying out as a result of delayed set and strength gain associated with cold weather are a result of the.Contractor's actions and are subject to repair in accordance with Section 422.4.10.,"Defective Work." 4.6.12. Placing Concrete in Hot Weather.Use an approved Type B or D set retarding agent in all concrete for superstructures and top slabs of direct traffic culverts,except concrete containing slag cement,when the temperature of the air is above 85°F unless otherwise directed. Keep the concrete at or below the maximum temperature at time of placement as specified above.Sprinkle and shade aggregate stockpiles or use ice,liquid nitrogen systems,or other approved methods as necessary to control the concrete temperature. • 4.6.13. Placing Concrete in Superstructure.Place simple span bridge slabs without transverse construction joints by using either a self-propelled transverse finishing machine or a mechanical longitudinal screed unless otherwise shown on the plans. Use of manually operated screeding equipment may be permitted for small placements or for unusual conditions such as narrow widening,variable cross slopes,or transitions.Support the screed adequately on a header or rail system stable enough to withstand the longitudinal or lateral thrust of the equipment.Adjust the profile grade line as necessary to account for variations in beam camber and other factors to obtain the required slab thickness and concrete cover over the slab reinforcement.Set beams and verify their surface elevations in a sufficient number of spans so that when adjustment is necessary,the profile grade line can be adjusted over suitable increments to produce a smooth riding surface.Take dead load deflection into account in setting the grades of headers and rail systems.Use construction joints,when required or permitted for slab placements on steel or prestressed concrete beams, as shown on the plans.Release falsework under the spans before placing concrete on steel girder or truss spans,and swing the spans free on their permanent supports. Provide additional camber to offset the initial and final deflections of the span as indicated on the plans for concrete flat slab,concrete slab,and girder spans cast-in-place on falsework.Provide camber of approximately 3/8 in.for 30-ft.spans and 112 in.for 40-ft.'spans to offset initial and final deflections for concrete slab and girder spans-using pan forms unless otherwise directed.Provide a camber of 1/8 in.for 10-ft.spans but no more than 1/2 in.for concrete flat slab,concrete slab,and girder spans not using pan forms when dead load deflection is not shown on the plans. Provide a camber of 1/4 in.in addition to deflection for slabs without vertical curvature on steel or prestressed concrete beams.Provide camber for specified vertical curvature and transverse slopes. Make 1 or more passes with the screed over the bridge slab segment before placing concrete on it to ensure proper operation and maintenance of grades and clearances.Use an approved system of checking to detect any vertical movement of the forms or falsework.Maintain forms for the bottom surface of concrete slabs, girders,and overhangs to the required vertical alignment during concrete placing. 687 422 Level,strike off,and screed the surface while carrying a slight excess of concrete ahead of the screed to fill all low spots as soon as the concrete has been placed and vibrated in a section wide enough to permit - working.Move longitudinal screeds across the concrete with a saw-like motion while their ends rest on headers or templates set true to the roadway grade or on the adjacent finished slab.Move transverse screeds longitudinally approximately 1/5 of the drum length for each complete out-and-back pass of the carriage.Screed the surface of the concrete enough times and at intervals to produce a uniform surface true to grade and free of voids. Fog unformed surfaces of slab concrete in bridge slabs and in top slabs of direct traffic culverts from the time of initial strikeoff of the concrete until finishing is completed and required interim curing is in place.Do not use fogging as a means to add finishing water and do not work moisture from the fog spray into the fresh concrete. Retard the concrete for simple spans only if necessary to complete finishing operations or as required by this Section.Bring the top of curb and sidewalk section to the correct camber and alignment when filling curb forms,and finish them as described in this Item. 4.6.13.1. Transverse Screeding.Install rails for transverse finishing machines that are supported from the beams or girders so the supports may be removed without damage to the slab.Prevent bonding between removable supports and the concrete in an acceptable manner.Do not allow rail support parts that remain embedded in the slab to project above the upper mat of reinforcing steel. Rail or screed supports attached to I-beams or girders are subject to the requirements of this Item.Place concrete at a minimum rate of 30 ft.of bridge slab per hour for transverse screeding unless otherwise shown on the plans.Deposit concrete parallel to the skew of the bridge so all girders are loaded uniformly along their length.Deposit slab concrete between the exterior beam and adjacent beam before placing concrete in the overhang portion of the slab.Furnish personnel and equipment capable of placing,finishing,and curing the slab at an acceptable rate to ensure compliance with the specifications.Place concrete in transverse strips.Start placement at the lowest end on profile grades greater than 1-1/2%. At the Contractor's option,attach a pan drag and either a carpet or burlap drag to the screed assembly to float and provide surface micro-texture in one operation.Adjust the contact pressure of the pan drag to smooth high spots and fill any depressions left by the screed.Adjust the weight or position of the carpet or burlap drag to produce a smooth sandy micro-texture without blemishes,marks,or scratches deeper than 1/16 in.Fill screed rail support holes and holes from the Engineer's depth checks for slab thickness and reinforcing cover with concrete,and finish them to match the rest of the slab. 4.6.13.2. Longitudinal Screeding.Use of temporary intermediate headers will be permitted for placements over 50 ft. long if the rate of placement is rapid enough to prevent a cold joint and if these headers are designed for easy removal to permit satisfactory consolidation and finish of the concrete at their locations unless otherwise shown on the plans.Deposit slab concrete between the exterior beam and the adjacent beam before placing concrete in the overhang portion of the slab.Place concrete in longitudinal strips starting at a point in the center of the segment adjacent to 1 side except as this Section indicates,and complete the strip by placing uniformly in both directions toward the ends.Start placing at the lowest end for spans on a profile grade of 1-1/2%or more.Use strips wide enough that the concrete within each strip remains plastic until placement of the adjacent strip.Place the concrete in proper sequence to be monolithic with the adjacent longitudinal strips of the slabs where monolithic curb construction is specified. 4.6.13.3. Placements on Continuous Steel Units.Place slabs on continuous steel units in a single,continuous operation without transverse construction joints using a self-propelled transverse finishing machine or a mechanical longitudinal screed unless otherwise shown on the plans.Retard the initial set of the concrete sufficiently to ensure concrete remains plastic in at least 3 spans immediately preceding the slab being placed.Use construction joints,when required for slab placements on steel beams or girders,as shown on the plans.Ensure the previously placed concrete attains a compressive strength of 3,000 psi when staged placement of a slab is required on the plans before placing the next stage concrete.Multiple stages may be placed in a single day if approved.Use an approved placing sequence that will not overstress any of the supporting members where plans permit staged placing without specifying a particular order of placement. 688 422 4.6.13.4. Slab and Girder Units.Place girders,slab,curbs of slab,and girder spans monolithically unless otherwise shown on the plans.Fill concrete girder stems first,and place the slab concrete within the time limits specified in this Item.Place concrete in the stems for a short distance if using a transverse screed,and then place the concrete in transverse strips.Fill the outside girder stem first,beginning at the low end or side,if using a longitudinal screed,and continue placement in longitudinal strips. • 4.7. Finish and Interim Curing of Bridge Slabs.Obtain approval of the proposed interim curing methods, equipment,and materials at the pre-pour meeting before placing concrete.Take into account forecast weather conditions to determine the interim curing methods to use. Use work bridges or other suitable facilities to perform all finishing operations and to provide access,if necessary,for the Engineer to check measurements for slab thickness and reinforcement cover. Work the screeded surface to a smooth finish with a long-handled wood or metal float or hand-float it from work bridges over the slab.Floating may not be necessary if the pan float attached to a transverse screed produces an acceptable finish.Avoid overworking the surface of the concrete.Avoid use of finish water. Perform sufficient checks,witnessed by the Engineer,with a long-handled 10-ft.straightedge on the plastic concrete to ensure the final surface will be within specified tolerances.Make the check with the straightedge parallel to the centerline.Lap each pass half over:the preceding pass.Remove all high spots,and fill and float all depressions over 1/16 in.deep with fresh concrete.Continue checking and floating until the surface is true to grade and free of depressions,high spots,voids,or rough spots.Fill screed-rail support holes with concrete,and finish them to match the top of the slab. Provide a uniform micro-texture using a carpet drag,burlap drag,or broom finish.Finish the surface to a smooth sandy texture without blemishes,marks,or scratches deeper than 1/16 in.Apply the surface texturing using a work bridge or platform immediately after completing the straightedge checks.Draw the carpet or burlap drag longitudinally along the concrete surface,adjusting the surface contact area or pressure to provide a satisfactory coarsely textured surface.A broom finish may be performed using a fine bristle broom transversely.For bridge approach slabs the carpet drag,burlap drag,or broom finish may be applied either longitudinally or transversely. Evaporation protection is required if the evaporation rate exceeds 0.10 lbs/sf/hr based on the Evaporation Calculation for Concrete Worksheet as shown on the Department's website,the evaporation rate nomograph in the Portland Cement Association's Design and Control of Concrete Mixtures or if indicated on the plans. 4.7.1. Evaporation Protection.Use one of the following methods for evaporation protection. 4.7.1.1. Evaporation Retardant.Coat the concrete surface immediately after the carpet or burlap drag,or broom finish with a single application of evaporation retardant at a rate recommended by the manufacturer.Do not allow more than 10 min.to elapse between the texturing at any location and application of evaporation retardant.The evaporation retardant may be applied using the same work bridge used for surface texturing. • Do not work the concrete surface once the evaporation retardant has been applied. 4.7.1.2. Wet Burlap.Place pre-wet burlap no more than 10 ft.behind the finishing operation.A work bridge may be required to avoid marring the surface.Ensure the wet burlap covers the entire surface.Use sprayers,hoses, sprinklers,or other similar methods to keep the burlap continuously wetted until application of the final curing. 4.7.2. Interim Curing.Apply interim curing using one of the following options after applying the evaporation protection(if needed): 4.7.2.1. Membrane Cure.Apply membrane interim curing at a rate of approximately 180 sq.ft.per gallon.Apply before the water sheen disappears but do not place over standing water.Fog as necessary to maintain the wet sheen.Do not spray membrane curing on a dry surface. 4.7.2.2. • Wet Burlap.Place pre-wet burlap no more than 10 ft.behind the finishing operation.Burlap used for . evaporation protection will also be considered as the interim curing. 689 422 4.8. Final Curing.Obtain approval of the proposed curing methods,equipment,and materials at the pre-pour meeting before placing concrete.Inadequate curing or facilities may delay all concrete placements on the job until remedial action is taken.Apply final curing as soon as possible after interim curing without damaging the surface finish.Check the adequacy of the curing each day of the curing period.Take corrective action or modify the curing methods as needed to maintain a moist concrete surface. A curing day is a calendar day when the temperature,taken in the shade away from artificial heat,is above 50°F for at least 19 hr.or,on colder days if the temperature of all surfaces of the concrete is maintained above 40°F,for the entire 24 hr.The required curing period begins when all concrete has attained its initial set.Tex-440-A may be used to determine when the concrete has attained its initial set. Cure all superstructure concrete according to the following,unless otherwise shown on the plans: • Concrete using Type I or III cement:8 days • Concrete using Type I/II or II cement:10 days • Concrete with any type of SCM:10 days Place polyethylene sheeting,burlap-polyethylene blankets,laminated mats,or insulating curing mats in direct contact with the slab when the air temperature is expected to drop below 40°F during the first 72 hr.of the curing period.Weigh down these curing materials with dry mats to maintain direct contact with the concrete and provide insulation against cold weather.Supplemental heating or insulation may be required in cold and wet weather if the insulating cotton mats become wet or the concrete drops below the specified curing temperature.Avoid applying heat directly to concrete surfaces. Use one of the following water curing methods for final curing.Keep all exposed surfaces of the concrete wet continuously for the required curing time.Use water for curing that meets the requirements for concrete mixing water in Section 421.2.5.,"Water."Do not use seawater or water that stains or leaves an unsightly residue. 4.8.1. ' Cotton Mats.Keep the concrete continuously wet by maintaining wet cotton mats in direct contact with the concrete for the required curing time.Weight the mats adequately to provide continuous contact with all concrete.Cover surfaces that cannot be cured by direct contact with mats,forming an enclosure well anchored to the forms or ground so outside air cannot enter the enclosure.Provide sufficient moisture inside the enclosure to keep all surfaces,of the concrete wet.Use of soaker hoses and plastic covering is acceptable provided the concrete surface remains continuously wet for the required curing duration. 4.8.2. Burlap Mats.The burlap used for interim curing may also be used for final curing if kept continuously wetted and completely covered with plastic sheeting.Overlap plastic sheeting and weigh down sufficiently so air cannot get under the plastic. 4.8.3. Burlap-Polyethylene Mats.Place these mats over soaker hoses or other similar methods to keep the • concrete surface wetted for the duration of the curing period.Overlap the mats and weight down sufficiently so air cannot get under the mats. 4.9. Removal of Forms and Falsework.Forms for vertical surfaces may be removed after the concrete has aged 12 hr.after initial set provided the removal can be done without damage to the concrete unless otherwise directed. Remove forms for inside curb faces and for bridge rails whenever removal can be done without damage to the curb or railing. Leave in place weight-supporting forms and falsework spanning more than 1 ft.except as directed otherwise until the concrete has attained a compressive strength of 2,500 psi.Remove forms for other structural components as necessary. Forms or parts of forms may be removed only if constructed to permit removal without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure. 690 422 Remove all metal appliances used inside forms for alignment to a depth of at least 1/2 in.from the concrete surface.Make the appliances so that metal may be removed without undue chipping or spalling of the concrete,and so that it leaves a smooth opening in the concrete surface when removed.Do not burn off rods,bolts,or ties. Remove all forms and falsework unless otherwise directed. Apply an ordinary surface finish as the final finish to the bottom of bridge slabs between girders or beams, and vertical and bottom surfaces of interior concrete beams or girders unless otherwise noted. Form marks and chamfer edges do not need to be smoothed for the bottom of bridge slabs between girders or beams.Remove all fins,runs,drips,or mortar from surfaces that will be exposed. 4.10. Defective Work.The Contractor is responsible for the ride quality of the finished bridge slab.The Engineer will use a 10 ft.straightedge(1/8 in:in 10 ft.)to verify ride quality and determine locations where corrections are needed.Submit a plan for approval to produce a ride of acceptable quality if the Engineer determines the ride quality is unacceptable.Make all corrections for ride before saw-cutting grooves. Repair defective work as soon as possible.Remove and replace at the expense of the Contractor any defect that cannot be repaired to the satisfaction of the Engineer. The Engineer will inspect the deck or slab for plastic shrinkage and settlement cracking after completion of final curing and within 5 days after curing mats are removed.Seal any noted shrinkage cracks attributable to Contractor placing,curing,and finishing practices using gravity feed crack repair as directed in accordance ' with Item 780,"Concrete Crack Repair,"at no cost to the Department.Transverse cracks over interior bents in continuous slab units do not need to be sealed in this manner. 4.11. Final Surface Texture.Saw-cut grooves in the hardened concrete of bridge slabs,bridge approach slabs, and direct traffic culverts to produce the final texturing after completion of the required curing period unless otherwise noted.Cut grooves perpendicular to the structure centerline.Cut grooves across the slab within 18 in.of the barrier rail,curb,or median divider.Adjust groove cutting at skewed metal expansion joints in bridge slabs by using narrow-width cutting heads so all grooves end within 6 in.of the joint,measured perpendicular to the centerline of the metal joint.Leave no ungrooved surface wider than 6 in.adjacent to either side of the joint.Ensure the minimum distance to the first groove,measured perpendicular to the edge of the concrete joint or from the junction between the concrete and the metal leg of the joint,is 1 in.Cut grooves continuously across construction joints or other joints in the concrete less than 1/2 in.wide.Apply the same procedure described above where barrier rails,curbs,or median dividers are not parallel to the structure centerline to maintain the 18 in.maximum dimension from the end of the grooves to the gutter line. Cut grooves continuously across formed concrete joints.Provide either a carpet drag or broom finish for micro-texture when saw-cut grooves are not required on the plans.In this case ensure an adequate and consistent micro-texture is achieved by applying enough weight to the carpet and keeping the carpet or broom from getting plugged with grout.For surfaces that do not have adequate texture,.the Engineer may require corrective action including diamond grinding or shot blasting. Give a carpet drag,burlap drag,or broom finish to all concrete surfaces to be overlaid when the plans call for a concrete overlay(CO)to be placed on the slab(new construction).Saw-grooving is not required in this case. Provide an average texture depth for the finish of approximately 0.035 in.with no individual test falling below 0.020 in.,unless otherwise shown on the plans,when tested in accordance with Tex-436-A.Revise finishing procedures to produce the desired texture if the texture depth falls below what is intended. Give all concrete surfaces to be covered a lightly textured broom or carpet drag finish when the plans require • an asphalt seal,with or without overlay,on the slab(new construction).Provide an average texture depth of approximately 0.025 in.when tested in accordance with Tex-436-A. , 3�= 691 422 5. MEASUREMENT Reinforced concrete slabs or decks on girders,beams,slab beams,double-T beams,or box beams placed under this Item will be measured by the square foot of slab surface area using the nominal dimensions and configuration shown on the plans.Transverse measurement will be made from outer edge of slab to outer edge of slab(including raised median and sidewalk sections).Longitudinal measurement will be made between ends of units or spans.Diaphragms,haunch concrete,reinforcement,and optional steel diaphragms will be considered as a portion of the slab unless otherwise shown.An estimated quantity for the haunch between the slab and beams will be included for the Contractor's information only.No measurement will be made during construction for variation in the amount of haunch concrete due to variations in camber of the beams. Approach slabs and cast-in-place superstructure elements including flat slabs,slab and girder units(pan formed),and shear keys will be measured by the cubic yard.For slab and girder spans using pan forms,a quantity will be included for the screed setting required to provide proper camber in the roadway surface after form removal. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustment of quantities is required. The quantities of concrete and reinforcing steel shown on the plans are based on a conventionally formed slab.These quantities include amounts for concrete diaphragms,brackets and other required attachments, and haunch concrete when required,based on the profile grade,theoretical camber,and dead load deflection of the beams.No additional measurement will be made for concrete or reinforcing steel due to a variation in camber of the beams from theoretical camber,or for additional quantities required by optional methods of forming. Additional concrete that may be required by an adjustment of the profile grade line during construction,to ensure proper slab thickness,will not be measured for payment. 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for the various superstructure elements specified.This price is full compensation for furnishing,hauling,mixing,placing,curing,and finishing concrete;furnishing and placing reinforcing steel;grouting and pointing;furnishing and placing drains and expansion joint material(except where specifically furnished under another Item);furnishing and placing metal flashing strips;forms(removable and permanent)and falsework;prestressed concrete panels;furnishing and placing concrete and reinforcement for raised medians,sidewalks,sign mounts,luminaire brackets,and other concrete appurtenances;removing designated portions of existing slab;cleaning,bending,and cutting exposed existing reinforcing steel;welding reinforcing steel;doweling;cleaning and preparing concrete surfaces;and equipment,labor,tools,and incidentals. Price will be adjusted in accordance with Section 421.6.,"Measurement and Payment,"when required to address non-compliance of project acceptance testing. Diaphragm concrete will not be paid for directly but is subsidiary to the slab unless otherwise shown on the plans. Structural steel,anchor bolts,armor joints,sealed expansion joints,rail(including the concrete parapet portion),and concrete median barrier will be measured and paid for in accordance with pertinent bid items. In addition to the work described above,for extending structures the unit prices bid is full compensation for removing and disposing of the designated portion of the existing structure;removing,stockpiling and replacing headwall units for reuse;cleaning,bending,and cutting of exposed reinforcing steel;splicing or 692 422 welding of new reinforcing steel to existing reinforcing steel;installation of dowels;and cleaning and preparing existing concrete surfaces. • 693 423 Item 423 Retaining Walls o, Taws t Densportation 1. DESCRIPTION Furnish,construct,and install retaining walls. 2. MATERIALS 2.1. General.Furnish materials in accordance with the following: • Item 420,"Concrete Substructures" • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcement for Concrete" • Item 445,"Galvanizing" • • Item 458,'Waterproofing Membranes for Structures" • Item 556,"Pipe Underdrains" Use concrete for retaining walls that conforms to the requirements of Table 1 unless otherwise shown on the plans. Table 1 Concrete for Retaining Walls Application Concrete Cast-in-place,non-reinforced Class A Cast-in-place,reinforced Class C j Precast Class H,fc=4,000 psi Furnish concrete for machine-made concrete block units in accordance with ASTM C90,Class 1,Type II, except the minimum 28-day compressive strength must be 4,000 psi with maximum moisture absorption of 7%. Provide Type 1 filter fabric in accordance with DMS-6200,"Filter Fabric."Provide filter fabric rated as UV- resistant when used as part of the exposed facing for a temporary wall. Joint fillers,pads,waterstops,and other incidental materials must be as shown on the plans or approved by the Engineer. Epoxy coat all steel used in concrete panels and coping including connectors,dowels,stirrups,and reinforcing steel when the plans call for epoxy coating of steel earth reinforcements. 2.2. Definitions.This Item uses the following terms: • Permanent Wall.A retaining wall with a design service life of 75 years.All walls are presumed to be permanent walls unless otherwise specified on the plans. ■ Temporary Wall.A retaining wall so designated by description,with a design service life of 3 years. ■ Mechanically Stabilized Earth(MSE)Wall.A wall consisting of a volume of select backfill with tensile earth reinforcement elements distributed throughout.Permanent MSE walls use a precast concrete panel as a facing element.Temporary MSE walls use welded wire fabric with filter fabric backing as a facing element. in Concrete Block Wall.A retaining wall that uses machine-made,precast concrete block units as facing elements.The walls may use a volume of select fill with tensile earth reinforcements distributed . throughout,or may use only the facing unit and unit fill weight for support. 694 423 2.3. Fabrication. 2.3.1. Cast-in-Place.Meet Item 420,"Concrete Substructures." 2.3.2. Formed Precast.Meet Item 424,"Precast Concrete Structural Members(Fabrication)." 2.3.3. Machine-Made Precast.Furnish machine-made concrete block units in accordance with ASTM C90, sampled and tested in accordance with ASTM C140.Furnish units with molded dimensions within 1/8 in.of specified dimensions,except height must be within 1/16 in. 2.4. Backfill. • 2.4.1. Non-Select.Furnish non-select backfill for walls other than temporary and permanent MSE and concrete block walls as indicated on the plans.Non-select fill will meet Item 132,"Embankment,"of the type specified on the plans.Provide material with a maximum plasticity index of 30 if no type is specified as determined by Tex-106-E. • 2.4.2. Select.Select backfill is required in specific areas of permanent and temporary MSE and concrete block-type retaining walls. Provide select backfill that is free from organic or otherwise deleterious materials and that conforms to the gradation limits shown in Table 2 as determined by Tex-401-A. Provide backfill that does not contain shale,caliche,or other soft,poor-durability coarse aggregate particles. Reclaimed Asphalt Pavement(RAP)is not allowed.Crushed Concrete or manufactured sand is allowed for temporary walls with a service life of 3 years or less.Test each source of backfill for durability/soundness using Tex-411-A,5-cycle magnesium sulfate soundness.Backfill material with a maximum 5-cycle soundness loss exceeding 25%will be rejected.Alternately,Tex-461-A,Micro-Deval abrasion may be used if • the corresponding results show loss is not greater than 20%,otherwise Tex-411-A governs aggregate verification. Type AS,BS,and DS particles larger than 1/4 in.must be angular or completely crushed.Provide mechanically crushed gravel or stone backfill.Gravel from each aggregate source will have a minimum of 95%two or more mechanically induced crushed faces,as Tex-460-A,Part I determines.Rounded rock or rounded gravel is not allowed.Natural sand meeting the requirements of this Section is permitted for use. Table 2 Select Backfill Gradation Limits Type Sieve Size Percent Retained 3" 0 1/2" 50-100 AS #4 . See Note • #40 85-100 #200 95-100 3" 0 BS #4 See Note #40 40-100 #200 85-100 3" 0 CS #4 See Note #200 75-100 3" 0 DS 3/8" 85-100 • #200 95-100 Note—Use No.4 sieve for determination of rock backfill as described in this main paragraph, "Backfill." When the backfill gradation results in 85%or more material retained on the No.4 sieve,the backfill will be considered rock backfill.All Type DS backfill is considered rock backfill. , J 695 423 In addition to the requirements for Type CS select fill,the fraction finer than the No.200 sieve must have a Plasticity Index(PI)in accordance with Tex-106-E not greater than 6. Furnish Type BS backfill for permanent walls;Type CS backfill for temporary walls;and Type DS backfill for areas of walls subject to inundation unless otherwise shown on the plans,or below the 100-year flood elevation as noted on the plans. Furnish backfill meeting the requirements of this Section but with a maximum particle size of 3/4 in.when nonmetallic or epoxy coated earth reinforcements are used. 2.4.3. Drainage Aggregate.Use drainage aggregate to fill the void within concrete block units and in the zone 1 ft. behind the units.Provide drainage aggregate that is free from organic or otherwise deleterious materials and that conforms to the gradation limits in Table 3 as Tex-110-E determines. Table 3 Drainage Aggregate Gradation Limits Sieve Size Percent Retained 1" 0 3/4" 25-50 1/2" 50-100 #4 75-100 2.4.4. Cement-Stabilized Backfill.Use cement-stabilized backfill when required or as approved.Stabilize Type CS backfill with 5%hydraulic cement by dry weight of the backfill material.Use a stationary plant to thoroughly mix the backfill material,cement,and water.Place and compact the backfill within 2 hours of mixing.Provide special drainage provisions when cement-stabilized backfill is used,as shown on the plans. 2.4.5. Electrochemical.Provide backfill meeting the following additional requirements for permanent retaining wall systems using galvanized metallic earth reinforcements: is The pH is between 5.5 and 10.0 as Tex-128-E determines. • Resistivity is more than 3,000 ohm-cm as Tex-129-E determines. • Material with resistivity between 1,500 and 3,000 ohm-cm may be used if the chloride content is less than 100 ppm and the sulfate content is less than 200 ppm as Tex-620-J determines. Perform electrochemical testing on the raw,unstabilized backfill material when cement-stabilized backfill is used. 2.5. Earth Reinforcements.Furnish earth reinforcements that meet the design requirements.Galvanize or epoxy coat all steel elements for permanent walls in contact with soil.Epoxy coat in accordance with Item 440,"Reinforcement for Concrete,"except provide a minimum 18-mil coating thickness. Epoxy coat the reinforcing only whentshown on the plans or as approved.Use connection hardware that is likewise nonmetallic or epoxy coated when using nonmetallic or epoxy coated earth reinforcements. 3. CONSTRUCTION 3.1. General.Construct retaining walls in accordance with details shown on the plans,on the approved working drawings,and to the pertinent requirements of the following Items: • Item 110,"Excavation" • Item 132,"Embankment" • Item 400,"Excavation and Backfill for Structures" • Item 420,"Concrete Substructures" • Item 458,'Waterproofing Membranes for Structures" ■ Item 556,"Pipe Underdrains" Construct required piling or drilled shafts in accordance with the pertinent specification. 696 423 3.2. Options.When optional design details are shown on the plans,the Contractor is required to use the same facing design within an area of continuous retaining walls. Provide drawings for review indicating the proposed design arrangement when proposing the use of 2 or more systems. 3.3. Working Drawings.When proprietary wall systems are used for permanent or temporary walls,submit casting drawings,construction drawings,and design calculations bearing the seal of a licensed professional engineer for review and approval following the Department's Guide to Electronic Shop Drawing Submittal process.Upon completion of construction,submit a set of reproducible as-built drawings. 3.3.1. Casting Drawings.Include all information necessary for casting wall elements,including railing and coping when prefabricated.Show shape and dimensions of panels;size,quantity,and details of the reinforcing steel;quantity,type,size,and details of connection and lifting hardware;and additional necessary details. 3.3.2. Construction Drawings.Include a numbered panel layout showing horizontal and vertical alignment of the walls as well as the existing and proposed groundlines.Include all information needed to erect the walls, including the proposed leveling pad elevations;the type and details of the soil reinforcing system(if applicable);the details and manufacturer of all pads,fillers,and filter fabric;the limits and dimensions of structural backfill;details necessary to incorporate coping,railing,inlets,drainage,and electrical conduit;and additional necessary details. Leveling pad elevations may vary from the elevations shown on the plans.Provide at least 1 ft.of cover from the top of the leveling pad to finish grade unless a different minimum cover or a specified minimum leveling pad elevation is shown. 3.3.3. Design Calculations.Include calculations covering the range of heights and loading conditions on the project.Calculations for both internal and external stability as described on the plans will be required.Include a summary of all design parameters used;material types,strength values,and assumed allowables;loads and loading combinations;and factor-of-safety parameters. 3.4. Permanent MSE Walls.Grade the foundation for the structure level to a width equal or exceeding the length of the reinforcing system.Perform proof rolling on retaining wall foundation area to identify any loose,soft,or unsuitable materials in accordance with Item 216,"Proof Rolling."Material not meeting a maximum rut depth of 1 in.per pass of pneumatic tire roller should continue to be rolled or removed and replaced with suitable material.Pneumatic tire rolling will be waived for portions of wall with a reinforcement length of 8';for these conditions proof rolling will be required with a smooth-wheeled vibratory roller or other approved roller. Place drilled shafts and piling located within the MSE volume before construction of the wall.Place any required pipe underdrain before construction of the wall.Complete MSE wall construction before construction of abutment caps and abutment wing walls.Completion of walls and abutment should be in conjunction with project phasing or to allow for completion of walls that meets the proper placement and compaction at abutments. • Place the concrete leveling pad as shown on the construction drawings.Provide a wood float finish,and wait a minimum of 24 hr.before beginning panel erection.No curing or strength testing of the leveling pad concrete is required. Shim the first row of panels as necessary to achieve correct alignment.Use plastic shims or other material that will not deteriorate.Remove and replace the leveling pad or provide a grout level-up as directed if the required shim height exceeds 1 in. Place filter fabric behind the wall along the joint between the leveling pad and the panels.Grout areas where filter fabric spans more than 6 in.at leveling pad steps. 697 423 Place and compact fill material over the leveling pad to an elevation even with or above the surrounding ground after backfilling the first row of panels.Do not allow water to accumulate and stand at the base of the wall. Place filter fabric behind all wall joints and at the intersection of retaining walls with other structures, including riprap.Cover joints at least 6 in.on each side and use adhesive to hold the filter fabric in place. Exercise care while lifting,setting,and aligning panels to prevent damage to the panels.Discontinue any operation that results in chipping,spelling,or cracking of panels.Remove and replace damaged panels,or repair as approved by the Engineer. Provide external bracing for the initial row of panels.Use wooden wedges,clamps,or other means necessary to maintain position and stability of panels during placement and compaction of backfill.Remove wooden wedges as soon as the panel or coping above the wedged element is erected and backfilled. Remove all wedges after completing the wall. Review plumbness and position of each row of panels before placing the subsequent row.Remove and rebuild any portion of the wall that is out of tolerance.Modify panel batter and bracing,and backfill material, placement,and compaction methods as required to maintain wall tolerances. Construct walls to a local vertical and horizontal alignment tolerance of 3/4 in.when measured along a 10-ft. straightedge relative to vertical and horizontal wall control line.Construct walls to an overall vertical tolerance (plumbness from top to bottom)of 1/2 in.per 10 ft.of wall height.Construct walls so the maximum offset at any panel joint is between 3/8 in.and 3/4 in.and no joint is open to the extent the filter fabric is visible from the front of the wall. Place backfill to closely follow the erection of each row of panels.Place the select and embankment backfill to the same elevation where possible,and operate the compaction equipment over the interface.Do not create a continuous,distinct,vertical joint between the select and embankment backfill.Complete the embankment after construction of the retaining wall. Maintain the stability of the interface area between the existing ground and the select fill when building a wall against existing ground.Remove and recompact any material that loosens,caves,or fails. Compact backfill to provide at least 95%of density determined in accordance with Tex-114-E.Field density determination will be made in accordance with Tex-•115-E. Sprinkle backfill as required to ensure adequate uniformly distributed moisture in each lift before and during compaction.Place fill in lifts of 8 in.or less(loose measurement).Place fill in a manner that avoids segregation of the fill.Decrease the lift thickness if necessary to obtain the required compaction.Use hand- operated or walk-behind compaction equipment in the 3 ft.wide strip adjacent to the wall panels.Do not displace panels or distort or damage the reinforcement system during compaction.Modify backfill material, placement,and compaction methods as necessary to meet density requirements while maintaining wall tolerances. Place rock backfill or material the Engineer determines too coarse for density testing in accordance with Section 132.3.4.1.,"Ordinary Compaction." Place and compact the backfill to the reinforcement level,at each earth reinforcement level,before placing • the reinforcement.Place earth reinforcements perpendicular to the face of the wall.Remove slack in connections before placing backfill.Pre-tension each layer of reinforcement to remove slack before placing backfill for systems using nonmetallic earth reinforcements.Use devices capable of mechanically applying and holding the required force.Do not operate tracked equipment directly on any reinforcement. Cover the rock backfill with filter fabric before placing the 2 ft.of backfill immediately below the pavement structure or top of wall when rock backfill is used.Overlap the fabric at least 18 in.at splices,and extend it past the edge of the rock backfill at least 18 in.Use backfill that contains sufficient fines to fill the voids in a • 698 423 compacted state above the filter fabric.Place a horizontal layer of filter fabric as noted above when transitioning from rock backfill to finer grained backfill anywhere within the wall volume. Prevent surface water or rainwater from damaging the retaining walls during construction.Shape the backfill to prevent water from ponding or flowing on the backfill or against the wall face.Remove and replace any— portion of the retaining wall damaged or moved out of tolerance by erosion,sloughing,or saturation of the retaining wall or embankment backfill. 3.5. Temporary MSE Walls.Provide a facing system rigid enough to maintain a smooth and straight wall face both during and after construction. Grade and compact the foundation for the structure as described in Section 423.3.4.,"Permanent MSE Walls." Place earth reinforcement and facing system in accordance with the approved working drawings.Backfill the 2-ft.zone immediately behind the facing with clean,coarse rock meeting the requirements of Coarse Aggregate Grade 1,2,or 3 of Item 421,"Hydraulic Cement Concrete,"or of Type DS backfill as described in Section 423.2.4.2.,"Select."Cement-stabilized backfill as described in Section 423.2.4.4.,"Cement- Stabilized Backfill,"may be used in place of the coarse rock. Place and compact backfill in accordance with Section 423.3.4.,"Permanent MSE Walls." Construct walls to a vertical and horizontal alignment tolerance of 3 in.when measured along a 10-ft. straightedge.Construct walls to an overall vertical tolerance(plumbness from top to bottom)of 2 in.per 10 ft. of wall height.Place adjacent facing elements so the maximum out-of-plane offset at any facing element joint is less than 1 in.Place facing elements and filter fabric with no gaps in the facing or fabric. Prevent surface water or rainwater from damaging the retaining walls during and after construction.Place temporary berms or curbs,shape the backfill,or use other approved methods to prevent water from flowing against or over the wall face.Remove and replace any portion of the wall damaged or moved out of tolerance by erosion,sloughing,or saturation of the retaining wall or embankment backfill. 3.6. Concrete Block Retaining Walls.The concrete block units may be sampled and tested by the Engineer before shipment or upon delivery to the construction site.Display for approval,samples of block units indicating the color,texture,and finish.Store,transport,and handle all block units carefully to prevent cracking or damage. Grade and compact the foundation for the structure,and place the leveling pad as described in Section 423.3.4.,"Permanent MSE Walls." Place the concrete block facing units in accordance with the approved working drawings.Fill the voids within the units and fill the 1-ft.zone immediately behind the facing with drainage aggregate as described in Section 423.2.4.3.,"Drainage Aggregate."Systems tested without unit fill may omit the fill as indicated on the approved drawings.Systems with approved filter fabric details may omit the drainage aggregate in the 1-ft. zone immediately behind the facing. Place reinforcements and backfill for walls using earth reinforcements in accordance with the requirements of Section 423.3.4.,"Permanent MSE Walls."Pay particular attention to the connection details of the earth reinforcements to the concrete block units. Construct walls to a vertical and horizontal alignment tolerance of 1-1/2 in.when measured along a 10-ft. • straightedge.Construct walls to an overall vertical tolerance(deviation from the vertical or battered control line,top to bottom)of 1 in.per 10 feet of wall height. Place adjacent facing elements so the maximum out-of- plane offset at any facing element joint is less than 1 in.Place facing elements with maximum 1/4-in.gaps between block units. 699 423 Prevent surface water or rainwater from damaging the retaining walls during construction.Shape the backfill to prevent water from ponding or flowing on the backfill or against the wall face.Remove and replace all portions of the retaining wall damaged or moved out of tolerance by erosion,sloughing,or saturation of the retaining wall or embankment backfill. 4. MEASUREMENT This Item will be measured by the square foot of the front surface area of the wall.Unless otherwise shown on the plans,the area will be measured from 1 ft.below finished grade of the ground line on the face of the exterior wall to the top of the wall including any coping required(not including railing). This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Retaining Walls"of the type or special surface finish specified.This price is full compensation for excavation in back of retaining walls and for footings;furnishing and placing footings,leveling pads,copings,and traffic railing foundations;furnishing,placing,and compacting backfill(except in embankment areas),including cement for stabilization;proof rolling;furnishing and placing concrete,reinforcing steel,waterproofing material,filter material and drain pipe,joint material, water stop,and filter fabric when required;fabricating,curing,and finishing all panels;furnishing and placing earth reinforcement,anchorage systems,and fasteners;wall erection;and equipment,labor,tools,and incidentals. Retaining wall backfill areas that are also in embankment areas will be considered part of the quantities measured and paid for under Item 132,'"Embankment." When drilled shafts are required,they will be measured and paid for as specified in Item 416,"Drilled Shaft Foundations."When piling is required,it will be measured and paid for as specified on the plans for piling of the appropriate type. H 700 424 Item 424 , ► Precast Concrete Structural Members (Fabrication) t of thmsportadon . DESCRIPTION Fabricate precast prestressed and precast nonstressed concrete members.This Item,in conjunction with DMS-7300,"Precast Concrete Fabrication Plants,"applies to both multi-project and project-specific fabrication plants.For this Item,the following definitions apply: • Prestressing.The introduction of internal stresses(pre-tensioning or post-tensioning)into a structural member by tensioning and anchoring strands,bars,or wires to counteract the stresses resulting from r" the applied load. • ' Pre-Tensioning.The application of prestressing force to the tensioning devices before casting concrete. • Post-Tensioning.The application of prestressing force to the tensioning devices after concrete has hardened. • Tendon.Any single unit used to apply prestressing force to the member.For post-tensioned units,a tendon is a bar,group of wires,or group of strands with common end anchorage. • Multi-Project Fabrication Plant.A facility at an offsite location that fabricates precast prestressed or precast nonstressed members.This definition also applies to single Contract offsite facilities. • Project-Specific Fabrication Plant.A temporary facility at or near the project location that fabricates precast prestressed or precast nonstressed members for only one Contract.This definition may be applied to temporary facilities that fabricate for multiple Contracts,if approved. • Nonstressed Members.Precast concrete members that have not been pre-tensioned or post- tensioned. • Prestressed Members.Precast concrete members fabricated by the process of pre-tensioning,post- tensioning,or a combination of both methods. • Minor Prestressed Members.Includes piling,bridge deck panels,and sound wall panels. • Major Prestressed Members. Includes all other prestressed members not listed as minor prestressed members. is I-Beams.For this specification all I-girders and bulb-tee beams are referred to as I-beams. • Self-Consolidating Concrete(SCC).A highly workable concrete that can flow through densely reinforced or complex structural elements under its own weight and adequately fill voids without segregation or excessive bleeding without the need for vibration. • Temperature Probe.Thermocouple for measuring concrete temperature or air temperature. • Temperature Recording Device.Data logger for recording temperatures from the temperature probes. 2. - EQUIPMENT 2.1. Field Office and Inspection Laboratory.Provide a field office and inspection laboratory for multi-project and project-specific fabrication plants in accordance with DMS-7300,"Precast Concrete Fabrication Plants." 2.2. Furnishings and Laboratory Equipment.'Provide furnishings and laboratory equipment for multi-project' and project-specific fabrication plants in accordance with DMS-7300,"Precast Concrete Fabrication Plants." 2.3. Plant Facilities.Provide plant facilities for multi-project and project-specific fabrication plants that produce prestressed members in accordance with DMS-7300,"Precast Concrete Fabrication Plants." 701 424 2.4. Batch Plant.Provide batch plant onsite for SCC construction unless otherwise approved.Do not use volumetric mixers for SCC. 3. MATERIALS Furnish materials in accordance with Item 425,"Precast Prestressed Concrete Structural Members"and other pertinent Items. 4. CONSTRUCTION 4.1. General Requirements. 4.1.1. Shop Drawings.Prepare and electronically submit shop drawings before fabrication as documented in the Guide to Electronic Shop Drawing Submittal available on the Bridge Division website.Provide one complete approved 11 x 17-in.set in hardcopy to the Department inspector at the fabrication plant.Stamp it"For Construction Division Inspector."The Engineer may require additional complete hardcopy sets. Provide a title block on each sheet in the lower right corner with the following information: • sheet index data shown on lower right corner of the project plans, • sheet numbering for shop drawings, • name of structure or stream, • name of owner or developer, • name of fabricator or supplier,and is name of Contractor. 4.1.1.1. Prestressed Members.Furnish shop drawings for prestressed members unless otherwise shown on the plans or in other Items.Submit the proposed designs on forms furnished by the Department when optional designs are permitted by the plans.Obtain approval of these designs before casting.Approval of optional designs does not relieve the Contractor from the responsibility of furnishing a satisfactory completed 1 structure.Provide submittals for precast post-tensioned members in accordance with this specification and Item 426,"Post-Tensioning." 4.1.1.2. Nonstressed Members.Furnish shop drawings for nonstressed members when required by the plans or pertinent Items. 4.1.2. Plant Approval. 4.1.2.1. Plant Submittals.Provide submittals in accordance with DMS-7300,"Precast Concrete Fabrication Plants," for each particular plant operation.This requirement does not apply to project-specific nonstressed member fabrication plants. 4.1.2.2. Plant Audits.Multi-project and project-specific fabrication plants must pass initial and periodic Department- directed plant audits in accordance with DMS-7300,"Precast Concrete Fabrication Plants." 4.1.3. Notice of Beginning Work.Give adequate notice before beginning work as specified in Table 1.Include a schedule for all fabrication processes and dates when inspections are to occur. Table.1 Notice of Beginning Work Plant Location Notice Required In Texas 7 days In the contiguous United States 21 days Outside the contiguous United States 60 days Perform no Department work in the plant before the Engineer authorizes fabrication.The Contractor must bear all Department travel costs when changes.to their fabrication or inspection schedules are not 702 424 • adequately conveyed to the Department.When fabrication is performed outside of the contiguous 48 states, the additional cost of inspection will be in accordance with Article 6.4.,"Sampling,Testing,and Inspection." 4.1.4. Personnel Qualifications.Provide qualified personnel in accordance with DMS-7300,"Precast Concrete Fabrication Plants,"for each particular plant operation. 4.1.5. Quality Responsibilities.The quality responsibilities for the Contractor for each particular plant operation will be in accordancewith DMS-7300,"Precast Concrete Fabrication Plants." 4.2. Fabrication.Prepare a casting schedule on Department-approved forms per DMS-7300,"Precast Concrete Fabrication Plants,"and submit it daily to the Department before fabrication.This requirement does not apply to project-specific minor prestressed member or project-specific nonstressed member fabrication plants. Perform fabrication during daylight hours unless the production site has an approved lighting system.Submit lighting details electronically to the Engineer for review before installing lighting system.Allow for plant and Department inspection in accordance with Item 6,"Control of Materials." 4.2.1. Forms.Design forms to prevent damage to the concrete from restraint as the concrete shrinks,from form expansion and contraction from thermal changes,from stripping operations,and from dimensional changes due to pre-tensioning.Forms,regardless of material,must conform to the profiles,dimensions,and tolerances of the finished product as specified on the plans and in this Item.Maintain forms free from dents, grease,or other foreign materials that may affect the appearance of the member,and clean forms thoroughly before each casting operation and immediately before applying a form-release agent. 4.2.1.1. External Forms.Construct side and bottom forms of steel unless otherwise approved or noted on the plans. Timber forms,when permitted,must meet the requirements of Section 420.4.4.,"Forms."End headers may be of other material as approved. Construct forms with sufficient thickness,external bracing and stiffeners,and anchorage to withstand the forces generated during concrete placement and consolidation. Do not stabilize forms with bracing and holding devices that will remain in the finished member. Provide corners with a chamfer or radius where shown on the plans. Maintain forms sufficiently mortar-tight to prevent damage that requires repair to the finished product.Where sections of forms will be joined,an offset of 1/16 in.for flat surfaces and 1/8 in.for corners and bends is permitted.Longitudinal form joints in prestressed concrete beams are not permitted except for in the side forms of slab beams,decked slab beams,box beams,and X-beams or as shown on the plans.Do not allow vertical or horizontal gaps or offsets to exceed 1/4 in.between adjacent sections of built-up end headers. Check the grade and alignment of forms each time they are set,and maintain them during placement of concrete. Apply a form-release agent,in accordance with the manufacturer's recommendations,to the facing of forms before placing concrete.Use a form-release agent that facilitates form removal and does not affect any required coating,painting,or color-staining operations.Do not use materials that appreciably stain or react with the concrete.Remove excess form-release agent from the form surface before casting,and ensure it does not contaminate strands,reinforcing steel,and embedments. Use a clear form-release agent of the same brand throughout the casting of retaining wall panels per structure,unless it can be shown that a different form-release agent does not change the appearance of the concrete. Construct the forms to facilitate removal of members without damage to the concrete. Construct and maintain the soffit(liner)to provide a maximum 1/4 in.variation from the theoretical plane,and do not allow the soffit to vary more than 1/4 in.between any 2 points in any 50-ft.length. • 703 424 At the Contractor's option,construct side forms for bridge deck panels and prestressed piling with a draft for ease of product removal.Maintain product dimensional tolerances per Table 3.A maximum 1/4 in.draft is allowed for bridge deck panels. 4.2.1.2. Internal Forms.Use solid expanded polystyrene conforming to ASTM C578 Type I for forming internal voids.The form material must be inert,non-biodegradable,non-absorptive,and strong enough to maintain sufficient rigidity to withstand the forces generated during concrete placement and consolidation without damage.Other materials for forming internal voids may be used when approved.Provide certification of conformance for void forms.The Engineer may require samples to be submitted when needed. Anchor internal void forms to prevent movement or misalignment while placing concrete.Provide hold-down devices for all types of void forms at 30-in.maximum spacing unless otherwise approved.Do not use internal hold-down or lateral bracing devices that will remain in the finished member unless approved.Provide enough bearing area on the void form to prevent penetration of hold-down devices into the void form.Splice void form sections to prevent separation or misalignment during concrete placement and consolidation operations. During casting,verify and document void form placement at 10-ft.maximum spacing using an approved method. Vent void forms without solid cores to eliminate high air pressure caused by heat of hydration. Insert a 3/4-in. diameter plastic tube into the top of the void before placing concrete,and leave it in place until there is no possibility of damage from pressure.Remove the plastic tube afterwards and seal the hole with an approved repair material and procedure. Drain prestressed concrete box beams and U-beams through the bottom flange by forming holes in each voided area as shown on the plans. 4.2.2. Prestressing.Perform pre-tensioning in accordance with this Item and post-tensioning in accordance with Item 426,"Post-Tensioning." 4.2.2.1. Prestressing Equipment.Furnish hydraulic jacks with sufficient capacity for prestressing the steel.Equip the jacks with instruments for monitoring the hydraulic pressure.Provide gauges at least 6 in.in diameter and with means to prevent the gauge pointer from fluctuating.Electronic pressure transducers with digital indicators may be used.Pressure gauges or electronic pressure indicators must indicate the load directly to 1%of the maximum gauge or sensor/indicator capacity or 2%of the maximum load applied,whichever is smaller. Calibrate each jack and its gauge with the cylinder extension in the approximate position at final jacking force.Jacks and gauges for post-tensioning and single-strand pre-tensioning must be calibrated as a unit. Have certified calibration charts furnished by an independent laboratory and with each jack and gauge used on the project.Provide certified calibration of each ram before starting stressing operations on the project and: • every 6 mo.thereafter for post-tensioning operations, • every 12 mo.thereafter for pre-tensioning operations,and as requested by the Engineer. The calibration frequency for multiple-strand pre-tensioning equipment may be extended to every 24 mo. thereafter if an approved master gauge system monitors it.The master gauge must check this equipment when suspect results occur and at least every 6 mo.Calibrate the master gauge per the manufacturer's recommendations and at least every 12 mo. Recalibrate jacks and gauges when a malfunction occurs,when repairs such as replacing the seals, changing the length of the hydraulic lines,or changing the pump occur,or when using gauges that have not been calibrated with the jack.Extra compensation will not be allowed for the initial or subsequent calibrations. 704 424 Post-tensioning jacks must have provisions for measuring tendon elongation directly on the strand,bar,or wire.The jacks must be capable of slow release of force to properly seat the tendon anchors. Single-strand stressing jacks for pre-tensioning must have provisions for measuring the elongation directly on the strand. Multi-strand detensioning jacks must have sufficient capacity and throw to permit simultaneous release of the entire load in the strands.Use an approved single-strand flame-release procedure to release the remaining load if there is not enough throw in the multi-strand jacks to release all load in the strands. 4.2.2.2. Pre-Tensioning.Pre-tension all strands to a uniform initial load between 5%and 25%of the final load unless otherwise approved.Apply the load within a tolerance of: • ±100 lb.per strand if the designated initial load is less than or equal to 10%of the final load,or • ±200 lb.per strand if the designated initial load is greater than 10%of the final load. Measure the initial load with a calibrated dynamometer or other suitable equipment. Do not allow the modulus of elasticity of individual strands to vary more than 1%from each other when multiple-strand tensioned.Use a weighted average modulus of elasticity of strands to calculate elongation for multiple-strand tensioning operations. _ Establish reference marks on the strand for measuring elongation after initial tensioning.Provide means for measuring the elongation of the strand to an accuracy of 1%of the.theoretical elongation or 1/8 in., • whichever is smaller. Establish independent references on the strand adjacent to each anchorage,to indicate slippage that may occur between the time of initial stressing and final release of the strands. Do not allow the stress in the strand to exceed 80%of the specified ultimate tensile strength of the strand at any time. Do not use any portion of the strand that has been previously gripped with chucks in the length of strand to be tensioned,except where gripped with chucks during initial tensioning.Do not drive over prestressing strand. Strand chucks designed with spring caps must be used with the spring caps.Visually inspect strand chucks that are not equipped with spring caps to ensure all wedges are evenly seated after applying initial load. Correct unevenly seated wedges by releasing the stress,repositioning wedges,and reapplying the initial load. Failure of individual wires in a 7-wire strand is acceptable if the total area of wire failure is not more than 2% of the total cross-sectional area of all strands in the member,and if no more than 1 wire fails in any single strand.Any setup with one or more broken wires must be examined by a licensed professional engineer or Quality Control Supervisor(as defined in DMS-7300,"Precast Concrete Fabrication Plants,")to determine the cause before continuing stressing operations on the particular casting line. 4.2.2.2.1. Strand Splicing.Do not splice draped strands.One splice per straight strand will be permitted subject to the following: ■ Locate splices outside the members. ■ Splice strands with the lay or twist in the same direction to avoid unraveling. ■ Splice all straight strands in a multiple-strand tensioning operation so an adjustment can.be made for the average seating loss. • Cut strand ends to be spliced with shears,abrasive saws,or grinders to remove regions where chucks were previously seated.Cut in the same manner at least 12 in.from strand ends to be spliced that were previously flame cut. 705 424 4.2.2.2.2. Single and Multiple Straight Strand Tensioning.After initial tensioning,apply the required load to the strands as shown on the plans by means of single-strand or multiple-strand hydraulic jacks equipped with calibrated gauges.Verify the final load in the strands by observing either the gauge pressure or elongation and independently checking the other.The final load and elongation must agree within 5%of the computed theoretical values.Additionally,the final load and elongation must agree algebraically with each other within 5%.Suspend tensioning operations until the problem has been identified and corrected in the event of discrepancies greater than these tolerances. Verify uniform application of load to strands for multiple-strand-tensioning systems by measuring the movement on opposite sides of the anchorage. 4.2.2.2.3. Draped Strand Tensioning.Verify the intermediate load by observing either the gauge pressure or elongation and independently checking the other when draped strands are tensioned in a straight or partially- draped position before application of final load.The intermediate or final load,if strands are tensioned in the final position and elongation must agree within 5%of the computed theoretical values.Additionally,the intermediate or final load and elongation must agree algebraically with each other within 5%.Suspend tensioning operations until the problem has been identified and corrected in the event of discrepancies greater than these tolerances. • After application of final load,measurements on individual draped strands to establish differential stresses at selected points on the member will be averaged at a cross-section of the member,and the averages must be within 5%of the theoretical elongation.The measured elongation of any individual draped strand must not vary from the theoretical elongation by more than 10%at any measured cross-section.Suspend tensioning operations until the problem has been identified and corrected in the event of discrepancies greater than these tolerances. Other methods to measure the intermediate load and final load in the draped strands may be submitted for approval. 4.2.2.2.4. Strand Debonding.Encase strands in plastic sheathing along the entire debonded length,and seal the ends with waterproof tape when shown on the plans.Use split plastic sheathing only if the seam is sufficiently sealed with waterproof tape to prohibit grout infiltration.Do not use sheathing that will permanently alter the • physical or chemical properties of the surrounding concrete. Full-length debonding of straight strands will be approved on an individual basis.,Full-length debonding, when permitted,must be symmetrical about the vertical centerline of the beam and limited to 10%of the total number of straight strands or 6 straight strands,whichever is less.Do not debond draped strands full length. When using a concrete anchor block to combined strand patterns the same criteria applies. 4.2.2.3. Combined Pre-Tensioning and Post-Tensioning.When the plans call for a combination of pre-tensioning and post-tensioning,all of the requirements for pre-tensioning in this specification and for post-tensioning in Item 426,'Post-Tensioning,"apply. 4.2.3. Placing Reinforcing Steel.Place reinforcing steel in accordance with Item 440,"Reinforcement for Concrete."Reinforcing steel projection outside of the member must not be more than 1/2 in.or less than 3/4 in.from plan dimension unless otherwise approved.Do not damage sheathing for strand debonding.Do not tie reinforcing steel to debonded strand regions. Weld steel components in accordance with Item 448,"Structural Field Welding."Provide welding procedure specifications(WPSs)for approval,and welding personnel certifications per the applicable AWS code. 4.2.4. Quality of Concrete.Provide concrete in accordance with Item 421,"Hydraulic Cement Concrete."Use the class of concrete shown on the plans or in the pertinent Item for each type of structure or unit.Provide concrete meeting the approved mix design water-cement ratio.SCC is not allowed for project-specific fabrication plants unless approved by the Engineer.Mix concrete for a period of 1 min.for 1 cu.yd.and 15 sec.for each additional cu.yd.of rated capacity of the mixer.Count the mixing time from the time all materials are in the drum.Increase mixing time if necessary to achieve a uniform mix.Control concrete by 706 424 compressive strength tests of cylinders or other pertinent performance tests detailed on the plans or pertinent Items.Concrete compressive-strength test cylinders will be made,cured,and tested in accordance with Tex-704-I.Cure release-of-tension strength cylinders in accordance with Tex-715-1 when match-cure technology is used. High-strength concrete(lc >9,000 psi)is accepted based on 56-day compressive strength testing.Concrete design-strength test cylinders for high-strength concrete will be made,cured,and tested in accordance with Tex-704-I. Product with concrete that fails to meet minimum design compressive strength requirements will.be reviewed.Concrete that has been determined to be structurally adequate may be accepted at an adjusted price based on the formula in Article 421.6.,"Measurement and Payment."If the Engineer requires cores be taken to determine the strength of the in-situ concrete,the coring will be at the Contractor's expense and in accordance with Tex-424-A.All cores from precast members must meet 100%of the minimum design compressive strength requirements.For concrete that has been determined to be structurally adequate, coring of the in-situ concrete will not be allowed for the purpose of avoiding the price adjustment.The Department may require reimbursement for testing of cores.Testing by an approved commercial testing laboratory will be at the Contractor's expense.Test results from a commercial laboratory must be sealed by a licensed professional engineer. SCC used for prestressed beams must have a Modulus of Elasticity of 5,000 ksi at 28 days.Test the concrete mix design before use in accordance with ASTM C469. 4.2.5. Placing Concrete.Place concrete only when its temperature at time of placement is between 50°F and 95°F. Take responsibility for producing quality concrete under any weather condition and ensure adequate weather protection provisions are on-site and available for immediate use. Provide immediate protective measures without compromising the quality of the product if rainfall occurs after concrete placing operations have started.Failure to immediately provide adequate weather protection may be cause for rejection of the affected product. Maintain concrete transporting equipment clean and free from hardened concrete coatings. At the time of concrete placement,reinforcing steel,strands,and embedments must be free of dirt,oil,or other bond-breaking substances. Place and adequately consolidate concrete while all lifts are in a plastic state.Concrete,must not exhibit segregation or excessive bleeding.Minimize concrete flow lines and displacement of the reinforcing steel, strands,embedments,and ducts during concrete placement.Concrete must not exhibit segregation or excessive bleeding. Place concrete as near as possible to its final position in the forms except when using SCC.Do not deposit large quantities of concrete at one location and run or work it along the forms to other locations except for SCC.Place SCC in a manner to avoid segregation. Do not allow fresh concrete to free-fall more than 8 ft.unless approved. Work the coarse aggregate back from the face of the concrete,and force the concrete under and around the reinforcing steel,strands,embedments,and ducts. If prestressed concrete I-beams are cast in multiple lifts, the thickness of the first lift must be slightly above the juncture of the bottom flange and web. Cast prestressed concrete box beams monolithically in 2 stages,maintaining the concrete in the previously placed bottom slab in a plastic state until the web(side wall)concrete is placed and vibrated into the bottom slab unless approved by the Engineer. . 707 424 The maximum time between the addition of mixing water or cement to the concrete batch and the placing of concrete in the forms is 30 min.for concrete delivered in non-agitated delivery equipment and 60 min.for concrete delivered in agitated delivery equipment.If conditions of wind,humidity,and temperature cause quick stiffening of the concrete,the required placement times may be reduced and an approved retarder may be required,or increased if currently in use.Submit a plan for approval,if necessary,to demonstrate the concrete can be properly placed,consolidated,and finished without reducing placement time limits. The maximum acceptable placement slump will be in accordance with Item 421,"Hydraulic Cement Concrete,"unless otherwise specified.When the maximum acceptable placement slump or slumpflow is exceeded,the affected concrete will be rejected and retesting for slump or slumpflow will not be allowed regardless of the concrete placement times. Additional requirements for precast mass placements will be in accordance with Item 420,"Concrete - Substructures."In the case of a conflict between the 2 Items the more stringent requirements apply. 4.2.5.1. Placing Concrete in Cold Weather.Maintain concrete temperature between 50°F and 95°F at time of placement as specified in Section 424.4.2.5.,"Placing Concrete,"and maintain the concrete temperature of precast members at or above 50°F during the specified curing period as specified in Section 424.4.2.7., "Curing of Concrete."Do not place concrete when the atmospheric temperature in the shade is below 40°F and falling unless approved.Concrete may be placed when the atmospheric temperature in the shade is at least 35°F and rising or above 40°F,provided adequate cold-weather protection provisions are on-site and available for immediate use before placing concrete when weather conditions indicate a possible need for temperature protection.When required,provide necessary covering material or an approved accelerated curing system in accordance with Section 424.4.2.7.4.,"Accelerated Curing,"and do not allow any concrete to remain unprotected for longer than 1 hr.after placement.Do not place concrete in contact with any material coated with frost or with material at a temperature of 32°F or lower.Do not apply heat directly to concrete surfaces if accelerated curing is used.Take protective measures to ensure the difference between air temperature and concrete surface temperature does not cause thermal cracking. Maintain aggregates free from ice,frost,and frozen lumps.Heat the aggregate and the water when needed to produce the minimum concrete placement temperature of 50°F,but: • do not allow the water temperature to exceed 180°F or the aggregate temperature to exceed 150°F, • heat the aggregate uniformly to eliminate overheated areas in the stockpile that might cause flash set of the cement,and ■ provide an aggregate and water mixture temperature between 50°F and 85°F before introduction of the cement. 4.2.5.2. Placing Concrete in Hot Weather.Keep concrete at or below 95°F at time of placement in accordance with Section 424.4.2.5.,"Placing Concrete."Use any of the following methods,as needed,to control the concrete placement temperature: ■ Cool the aggregate by sprinkling or fogging(fine mist)with water,shading,or using an approved liquid nitrogen system and procedure. • Cool the fresh concrete by using chilled mixing water,partially replacing mixing water with shaved or crushed ice,or using an approved system and procedure to discharge liquid nitrogen into concrete during batching. Apply a fog spray(fine mist)of water to this steel just before placing concrete when the temperature of steel forms,strand,or reinforcing steel is greater than 120°F.Water droplets left on the form surfaces must not adversely affect surface finishes. When field conditions are such that evaporation of water from the concrete makes the surface finishing operation difficult,a fog spray(fine mist)of water may be applied above the concrete surface.Do not fog directly toward the concrete or in any manner that will wash cement paste from the fresh concrete surface or cause water to puddle.Do not fog as a means to add finishing water and do not work moisture from the fog spray into the fresh concrete.An approved evaporation retardant conforming to DMS-4650,"Hydraulic 708 424 Cement Concrete Curing Materials and Evaporation Retardants,"is also acceptable if used in accordance with the manufacturer's recommendations.Do not apply the evaporation retardant when floating and troweling concrete.Do not allow it to puddle or be worked into the concrete surface immediately after application.Misuse of fog spray or evaporation retardant will be cause for disallowing its use.Shade the • concrete during casting if necessary. • Use an approved retarder,in accordance with the manufacturer's recommendations,when the air temperature is above 85°F if necessary to control concrete slump loss and lengthen the time for placing, consolidating,and finishing operations. 4.2.5.3. Consolidation of Concrete.Consolidate concrete thoroughly with high-frequency vibration immediately after placement.For prestressed concrete beams and piling,internal vibration is required and may be supplemented with external vibration. Provide at least 1 on-site standby vibrator of the type being used for emergency use. • Perform concrete vibration using trained personnel and proper timing and spacing to ensure adequate consolidation.Revise the concrete placement and consolidation procedures,and review the concrete mix design and batching procedures,if necessary,when unacceptable defects such as excessive honeycombing, aggregate or mortar pockets or surface air voids(bugholes)are present.Provide supplemental vibrators or modify the vibration system when required to accomplish thorough consolidation of the concrete and complete embedment of the strands,reinforcing steel,embedments,or ducts.Avoid segregation or excessive bleeding of the concrete during vibration. 4.2.5.3.1. Internal Vibration.Insert vibrators into the concrete immediately after concrete placement at points spaced to ensure uniform vibration of the entire concrete mass.Limit the insertion spacing to within the radius where the vibrators are visibly effective.Allow the vibrators to sink into the concrete by their own weight and • penetrate into previously placed lifts that are still in a plastic state to thoroughly consolidate the layers together and prevent cold joints.Withdraw the vibrators slowly to avoid forming holes after the concrete is thoroughly consolidated. Do not allow prolonged contact of vibrators with forms so vibrator marks on concrete surfaces are minimal. Do not use vibrators to move concrete to other locations in the forms. Use vibrators with nonmetallic vibrating heads to prevent damage to the epoxy coating when epoxy coated reinforcing steel is used.Increase the consolidation time and decrease the insertion spacing,if necessary, when using these vibrators. 4.2.5.3.2. External Vibration. 4.2.5.3.2.1. Form Vibrators.Form vibrators may be used to consolidate thin members,supplement internal vibration,or consolidate members with highly congested reinforcing steel. Determine the size,number,and location of external vibrators to provide enough intensity of vibration to the desired area of the form.Adjust the spacing,frequency,amplitude,and duration of vibration according to the concrete mix and size of member to produce uniform consolidation of the concrete. 4.2.5.3.2.2. Surface Vibrators.Use vibratory screeds to consolidate thin sections.Move vibratory screeds at a rate that will bring enough mortar to the surface to embed and cover the coarse aggregate.Do not over vibrate by • causing an excessive amount of mortar to be brought to the surface. 4.2.5.3.2.3. Vibrating Tables.Determine the size,number,and location of external vibrators to provide enough intensity of vibration to the desired area of the form.Adjust the spacing,frequency,amplitude,and duration of vibration according to the concrete mix and size of member to produce uniform consolidation of the concrete. 709 424 4.2.5.3.3. Vibration of Self-Consolidating,Concrete(SCC).Vibrate SCC only when approved by the Engineer. Provide an adequate amount of viscosity modifying admixture(VMA)in SCC mix when internal vibration is allowed by the Engineer. 4.2.6. Finishing of Concrete.Finished,unformed surfaces must not have distortions greater than 1/4 in.Screed or rough-float unformed surfaces of members,bringing enough mortar to the surface to embed and cover the coarse aggregate.Provide a uniform rough wood float finish to the surface of the member unless otherwise shown on the plans.Do not loosen aggregate when roughening the surface with a broom or when providing a tine finish. Provide a smooth metal trowel finish for surfaces at anchor bolt locations. 4.2.7. Curing of Concrete.Cure concrete to promote early cement hydration by providing adequate moisture on • exposed surfaces and by maintaining the concrete temperature or curing enclosure air temperature at the concrete surface within the limits specified in this Section.Provide uniform temperature and moisture on the surfaces to prevent differential shrinkage that may cause warping or cracking.Prevent temperature differentials within the concrete that cause thermal cracking. Begin curing after the finishing operation,before the formation of plastic shrinkage cracks,and as soon as damage to the surface finish will not occur.Provide fog spray or an evaporation retardant after finishing and before curing if needed to prevent plastic shrinkage cracks.Apply fog spray or evaporation retardant in accordance with Section 424.5.2.4.2.,"Placing Concrete in Hot Weather."Keep exposed concrete surfaces continuously wet for the duration of the specified curing period,unless an approved liquid membrane-forming curing compound is used.Membrane curing compound is only permitted as noted in this Section or in the pertinent Item. Approved equipment and materials for curing must be on-site and available for immediate use before placing concrete.Provide temperature probes to monitor the concrete temperature or curing enclosure air temperature as specified in Table 2. Table 2 Temperature Probe Requirements Condition Major Prestressed Members Minor Prestressed Members Nonstressed Members Forecasted atmospheric 2 concrete temperature probes 2 concrete temperature probes temperature z 50°F during per casting line to monitor high per casting line to monitor high N/A specified curing period concrete temperature regions5 • concrete temperature regions15 2 concrete temperature probes 2 concrete temperature probes per casting line to monitor high - per casting line to monitor high 1 concrete temperature probe Forecasted atmospheric concrete temperature regions,5 concrete temperature regions,1.5 per 100 cubic yards of concrete temperature<50°F during and and or fraction thereof to monitor low specified curing period 2 concrete temperature probes 2 concrete temperature probes concrete temperature regions2 per casting line to monitor low per casting line to monitor low concrete temperature regions25 concrete temperature regions2,5 Forecasted atmospheric 1 concrete temperature probe -- temperature<40°F during N/A per similar curing condition for. N/A additional 3-day curing period3 prestressed piling only 2 temperature probes per casting 2 temperature probes per casting 1 temperature probe per 100line to monitor curing enclosure line to monitor curing enclosure fraction cubic yards of concrete or When accelerated curing is used air temperature at concrete air temperature at concrete reth air temperature monitor curing surfaces45 surfaces45 enclosure airtemperature at concrete_,surfaces 1. Excluding prestressed bridge deck panels and prestressed retaining wall panels. 2. When accelerated curing is used,concrete temperature probes to monitor low concrete temperature regions are not required. 3. After attaining specified release-of-tension strength. 4. These probes are in addition to the concrete temperature probes required for monitoring high concrete temperature regions. • 5. Place probes at the beginning and end of casting line. Attach each temperature probe to a separate temperature recording device unless multi-channel temperature recording devices are used,in which case 1 high concrete temperature probe and 1 low concrete • 710 424 • temperature probe may be attached to the same recording device.When accelerated curing is used, 1 curing - enclosure air temperature probe may also be attached to this multi-channel temperature recording device. Inadequate curing facilities or lack of attention to the proper curing of concrete will be cause for the Engineer to stop concrete placement until approved curing is provided.Inadequate curing may be cause for rejection of the affected product. Forms may be removed at the discretion of the Contractor at any time after the concrete has reached sufficient strength to prevent physical damage to the member.Do not interrupt curing for more than 60 min. during form removal. The following curing requirements apply for prestressed members: • Cure concrete continuously,except as allowed during form removal,until the compressive strength of the concrete has reached the specified release-of-tension strength and until detensioning has been performed. • Maintain concrete temperatures between 50°F and 150°F during the curing period.The maximum allowable concrete temperature may be increased to 170°F if the Contractor uses one of the concrete mix design options listed in Section 421.4.2.6.,"Mix Design Options,"other than options 6,7,and 8.The Engineer may require lowering of the total cementitious content in the concrete mix design to the limits specified in Item 421,"Hydraulic Cement Concrete,"for repeated violations of the maximum curing temperature. • Membrane curing is permitted only for unformed surfaces of prestressed wall panels and interim curing on unformed surfaces of prestressed piling.Use Type 1-D or Type 2 curing compound conforming to DMS-4650,"Hydraulic Cement Concrete Curing Materials and Evaporation Retardants,"for this application. • Water cure prestressed piling an additional 3 days after attaining the specified release-of-tension strength.Do not interrupt curing for more than 4 hr.when moving piling to the storage area.Maintain the concrete temperature of piling at 50°F or above during this additional curing period. The following curing requirements apply for nonstressed members: • Cure concrete continuously,except as allowed during form removal,for 4 days or until the compressive strength of the concrete has reached the design strength. • Maintain concrete temperatures between 50°F and 150°F during the curing period.The maximum allowable concrete temperature may be increased to 170°F if the Contractor uses one of the concrete mix design options listed in Section 421.4.2.6.,"Mix Design Options,"other than options 6,7,and 8. • Membrane curing is permitted on nonstressed members,except for surfaces to be painted or color- stained. Cure members for an additional 24 hr.beginning immediately after the normal curing period if they are out of cure at any time other than during the allowable 60 min.for form removal or during the allowable 4 hr.for moving piling to storage. • Members failing to meet the concrete temperature requirements or curing enclosure air temperature requirements during curing will be reviewed.Repeated failure to maintain proper concrete temperatures may be cause for rejection of the affected product. 4.2.7.1. Water Curing.Water curing provides additional moisture to concrete and prevents moisture loss.Water used for curing must meet the requirements for concrete mixing and curing water specified in Section 421.2.5.,"Water."Do not use seawater or water that stains or leaves an unsightly residue that cannot be removed.Monitor and maintain a temperature differential between curing water and concrete surface temperature that prevents thermal cracking. • 711 424 4.2.7.1.1. Wet Mat Method.Use water-saturated cotton mats,burlap,burlap-polyethylene sheeting,or other approved moisture-retaining materials.Anchor the wet mats adequately to provide continuous contact with exposed concrete surfaces. - 4.2.7.1.2. Water Spray Method:Use overlapping sprays,sprinklers,or soil-soaker hoses so concrete surfaces are kept continuously wet. 4.2.7.1.3. Ponding Method.Use an approved retarder when the air temperature is above 85°F in accordance with the manufacturer's recommendations if necessary to control concrete slump loss and lengthen the time for placing,consolidating,and finishing operations. • 4.2.7.2. Moisture Retention Curing.Moisture retention curing prevents moisture loss from the concrete. 4.2.7.2.1. Form Curing Method.Concrete surfaces in direct contact with forms that are left in place will not require additional curing methods unless cold-weather protection is necessary. 4.2.7.2.2. Impermeable Cover Method.Cover exposed concrete surfaces with polyethylene sheeting,burlap- polyethylene sheeting,impervious paper,or other approved impermeable materials placed in close contact with concrete surfaces to keep them continuously wet.Provide additional moisture inside the enclosure in accordance with Section 424.4.2.7.1.,"Water Curing,"if this is not enough to keep exposed concrete surfaces continuously wet. 4.2.7.3. Membrane Curing.Liquid membrane-forming curing compound is a moisture retention covering that is applied as a liquid. It is only permitted as noted in Section 424.4.2.7.,"Curing of Concrete." Use Type 1-D or Type 2 membrane curing compound in accordance with DMS-4650,"Hydraulic Cement Concrete Curing Materials and Evaporation Retardants."Apply membrane curing compound with equipment and in a manner specified in Section 420.3.5.,"Spraying Equipment"and Section 420.4.10.3.,"Membrane Curing,"respectively. Do not contaminate reinforcing steel,embedments,or concrete surfaces that will later be in direct contact with cast-in-place concrete unless the curing compound can be completely removed to the satisfaction of the Engineer when applying membrane curing compound. Use membrane curing compounds that do not appreciably stain the concrete. 4.2.7.4. Accelerated Curing.Accelerated curing is defined as curing with artificial heat provided to the curing enclosure or forms. Test accelerated-curing facilities for a minimum of 48 hr.to demonstrate temperature variations do not exceed 20°F between any points in the curing enclosure.Submit accelerated curing facility drawings and test results,and obtain approval before using these facilities for Department work.The test may be performed on the entire casting line with either freshly cast concrete inside the forms or with empty forms.Provide 1 curing enclosure air temperature probe per 100 feet of casting line when accelerated curing facilities are being tested. Maintain the air temperature in the curing enclosure between 50°F and 85°F until initial set of the concrete (as determined in accordance with Tex-440-A when establishing mix designs under representative temperature conditions)and for at least 3 hr.after concrete placement.The concrete temperature may then be raised uniformly at a maximum rate of 36°F per hour.Provide an unobstructed air space of at least 6 in. between surfaces of the concrete and the curing jacket. Monitor and maintain the curing enclosure air temperature between 50°F and160°F during accelerated curing for prestressed and nonstressed concrete members.Do not allow the air temperature to exceed 160°F for more than 1 cumulative hour during the entire curing period.Do not allow the air temperature to exceed 170°F at any time during the specified curing period.Arrange the location of the heat discharge into 712 • 424 the curing enclosure so temperature variations do not exceed 20°F between any points in the curing enclosure. • Provide curing enclosure air temperature probes to monitor the temperature at the concrete surface as specified in Table 2. Provide enough moisture inside the curing enclosure to keep exposed concrete surfaces continuously wet for the specified curing period. Provide other acceptable curing,methods for the remaining curing period if accelerated curing is terminated before the specified curing period has elapsed. 4.2.7.4.1. Steam Curing.Steam cure in accordance with the requirements of accelerated curing.Position steam outlets so live steam is not applied directly on the concrete,forms,or test cylinders. 4.2.7.4.2. Alternate Methods.Other methods of accelerated curing,such as the use of radiant heaters or portable heater, may be permitted if they meet the requirements of accelerated curing.The use of any alternate method requires written approval. 4.2.8. Detensioning.Release the tension in the strands after concrete strength requirements are met using a sequence to minimize premature wire breakage or shock and damage to the concrete members.Release strands by multiple-strand detensioning or single-strand flame detensioning.Ensure strands are not released individually with single-strand jacks. Flame-release each strand simultaneously at both ends of the casting bed,using a symmetrical sequence prepared by a licensed professional engineer if strands are released individually.Heat the strands over an approved strand length and duration when flame detensioning so that the metal slowly elongates and gradually loses strength.Do not abruptly flame-cut strand by holding the heat source in a concentrated location on the strand.Submit the flame-release procedures and sequences for approval.Approval of flame- release sequences does not relieve the Contractor from responsibility for meeting the product workmanship requirements of Section 424.4.3.,"Workmanship." Release the tension in the strand hold-down anchor slowly to minimize,shock and damage to the concrete member when draped strands are used.Heat the anchor until the metal slowly elongates and gradually loses strength if heat is used to release the hold-down anchor.Provide positive external hold-downs to offset the vertical forces in the members when the sum of the hold-down forces is greater than half the weight of the member or for any amount of vertical force that has previously caused cracking.External hold-downs are to remain on each member until detensioning has been complete. 4.3. Workmanship.Formed surfaces must not have excessive surface honeycombing,aggregate or mortar pockets,air voids,lift lines,stains,or vibrator marks.Remove form-joint-offset marks in excess of the tolerances specified in Section 424.4.2.1.1.,"External Forms,"and fins and rough edges along chamfer lines, in a manner that will not damage the member.Repair fabrication holes,except box beam and U-beam drain holes,with an approved repair material and procedure. Recess strands in accordance with the Concrete Repair Manual unless otherwise shown on the plans. Submit for approval any other moisture-barrier systems for protecting strands. Before shipment of members,remove • • concrete,paste,dirt,oil,or other bond-breaking substances from exposed reinforcing steel,and • laitance,dirt,oil,or other bond-breaking substances from concrete surfaces to be in contact with cast-in- place concrete. 4.3.1. . Defects and Breakage.Members that sustain damage or surface defects during fabrication,handling, storage,hauling,or erection are subject to review.Evaluate and repair members in accordance with the Concrete Repair Manual.Submit proposed deficiencies in accordance with the Department's NCR guidelines 713 424 and obtain approval before performing repairs.Repair work must reestablish the member's structural integrity,durability,and aesthetics to the satisfaction of the Engineer. When deficiencies occur,determine the cause and take immediate corrective action.Failure to take corrective action,leading to similar repetitive deficiencies,could be cause for rejection of members. Cracks that extend to the nearest reinforcement plane and fine surface cracks that do not extend to the nearest reinforcement plane,but are numerous or extensive,are subject to review. Cracks in prestressed members that tend to close upon transfer of stress to the concrete are acceptable. Cracks that do not tend to close are subject to review. Seal cracks in I-beam ends exceeding 0.005 in.in width as directed.The fabricator must decrease the spacing of Bars R and S in I-beam by providing additional bars to help limit crack width.No less than 1 in. clearance between bars will be permitted.The fabricator must take approved corrective actions if cracks greater than 0.005 in.form.All work,material,and engineering related to these cracks will be at the Contractor's expense. Prestressed bridge deck panels will be rejected for any of the following conditions: • any crack extending to the reinforcing plane and running parallel and within 1 in.of a strand for at least 1/3 of the embedded strand length;or • any transverse or diagonal crack,including corner cracks and breaks,intersecting at least 2 adjacent strands and extending to the reinforcing plane. Prestressed bridge deck panels that sustain damage,cracks not listed above,or surface defects during fabrication,handling,storage,hauling,or erection are subject to review. 4.3.2. Tolerances. • 4.3.2.1. Prestressed Members.Allowable tolerances for the dimensions and configurations shown on the plans or % approved shop drawings are shown in Table 3. Variations greater than those specified in Table 3 are subject to review.However,these tolerances do not relieve the Contractor from the responsibility of furnishing a completed structure that is in reasonably close conformity with the lines,grades,cross-sections,dimensions,and details specified.Correct members not meeting these tolerances at no additional expense to the Department,to achieve a satisfactory completed structure.This also includes costs for correction due to variations in vertical beam camber.Correction may require replacement of the member. Horizontal misalignment(sweep)in beams,which may increase at a later time and exceed the tolerance shown in Table 3,may be acceptable if the members can be hauled,erected,and aligned to within the allowable tolerance without being damaged.Store these members in a manner that will minimize the sweep. Embedments must be firmly held in proper position to avoid movement during concrete placement.Place embedments in accordance with the manufacturer's recommendations.Place weld clip inserts for permanent metal deck forming no more than 1/16 in.from the beam edge. • 714 424 Table 3 Allowable Tolerances for Prestressed Members . Dimension I-beams U-beams Box and Double-T Bridge Deck Piling Wall Panels Slab Beams Beams Panels Length(perpendicular to ±1" t1" • ±1" ±3/4" ±1/2" -1"2 0/16" strands for bridge deck panels) Width(parallel to strands for +3/4" ±1/4" ±1/4" ±1/2" ±1/2" ±1/4" ±3/16" bridge deck panels) -1/4" Nominal depth(thickness in +1/2" ±1/4" ±1/4" ±1/4" +1/4" ±1/4" t3/16" case of panels) -1/4" -1/8" Thickness:top slab or flange +1/2" ±1/2" ±1/2" ±1/4" NA NA NA -1/4" Thickness:bottom slab or +1/2" ±1/2" ±1/2" NA NA NA NA flange -1/4" Thickness:web or wall +3/4" ±1/2" ±1/2" ±1/4" NA NA NA i Horizontal alignment(deviation ±1/8"per 10' ±1/8"per 10'of ±1/8"per ±1/8"per 10'of from straightness of all panel of length length,3/4"Max ±1/4" ±1/4" t1/8" 10'of length length,1/2"Max edges) Deviation of ends(horizontal ±1/2" ±1/2" ±1/2" t112" t1/2" t118" ±1/4"'per 5'of skew) width,1/2"Max Deviation of ends(vertical ±1/2"8 ±1/2"8 ±1/2" ±1/2" NA ±1/8" ±1/4" batter) Notched end areas(for ±1/4" NA ±1/4" ±1/4" - NA NA NA diaphragms):depth Notched end areas(for +2" +2" +2" diaphragms):length -1" NA • -1" -1" NA NA NA Bearing surfaces:perpendicular ±1/8" NA NA ±1/16" NA - NA NA to vertical axis Bearing surfaces:deviation from ±1/16" ±1/8" ±1/8" ±1/16" NA NA ±1/163 plane Anchor hole location:from end +3/4" ±1/4" ±1/4" +3/4" NA NA NA of member -1/4" -1/4" Anchor hole location: ±3/4" ±1/2" ±1/2" ±3/4" NA NA NA longitudinal spacing Anchor hole location:transverse ±1/4" ±1/4" ±1/4" ±1/4" NA NA NA location Diaphragm or lateral tie location ±1/2" NA ±1/2" ±1/2" NA NA NA Position of internal void form (longitudinal for box beams and NA ±1". ±1"45 NA NA ±1/2" NA U-beams) .Projection of reinforcing steel +1/2" +1/2" +1/2" +1/2" +1/2" +1/2" outside of member -3/4" -3/4" -3/4" -3/4" -3/4" NA -3/4" Position of strands: ±1/4"8 ±1/4" ±1/4" ±1/4" ±1/8"7 ±1/4" ±1/8" vertical Position of strands: ±1/4" ±1/4" ±1/4" ±1/4" ±1/2" ±1/4" ±1/2" horizontal, Debonded length of strands ±3" ±3" ±3" ±3" NA NA NA Position of strand hold-down ±6" ±6" ±6" ±6" NA NA NA points Position of handling devices: ±6" ±6" ±6" ±6" As shown on ±6" t6", parallel to lengthJ the plans Position of handling devices: •f1" t1" t1" t1" As shown on ±1" t1" transverse to length the plans Local flatness of formed surfaces(excluding bearing ±1/4"in 10' ±1/4"in 10' ±1/4"in 10' ±1/4"in 10' ±114" ±1/4"in 10' ±1/4"in 10' surface) Bow(length and width) NA NA NA NA NA NA ±1/4"per 10' 1. Prestressed and nonstressed wall panels(tie back,C-wall,sound wall,etc.)except MSE wall panels. 2. Maximum length as approved. 3. Measured along the panel depth at the top and bottom panel sides. 4. Voided box beams only. 5. Length of box beam internal void form+1 in.,-6 in. 6. For draped strands,the tolerance for vertical position of strands at the end of the beam may be increased to±1/2 in.provided the tested concrete compressive strength,before release of tension into the member,is at least 5%greater than the release-of-tension strength shown on the plans. • 7. Measured from bottom of panel. 8. 3/4 in.maximum for beams exceeding a height of 54 in. 715 424 4.3.2.2. Nonstressed Members.The allowable tolerances for nonstressed members are as specified in Table 4 unless otherwise shown on the plans.The allowable tolerances for nonstressed wall panels,except MSE wall panels,are as specified in Table 3. Table 4 Allowable Tolerances for Nonstressed Members Member Dimension Tolerance MSE wall panels and wall All dimensions(including deviation from edge straightness) ±3/16 in. p Deviation of ends(horizontal skew) ±1/4 in.in 5 ft.,±1/2 in.Max componentsi Local flatness of formed surfaces ±1/8 in.in 5 ft. (doping,posts,etc.) Connection hardware ±1/2 in. 1. Includes wall components for tie-back walls,C-walls,sound walls,etc. 4.4. Storage and Handling.Mark members for identification immediately after form removal as shown on approved shop drawings in accordance with the requirements of the pertinent Items or as required.Do not change any identification markings or transfer material to other projects without approval from the Engineer. Inspect members immediately before shipping to the jobsite for damage that may have occurred in storage. Store and handle prestressed and nonstressed members in accordance with Item 425,"Precast Prestressed Concrete Structural Members." 5. MEASUREMENT AND PAYMENT The work performed,materials furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly but will be subsidiary to bid items of the Contract. • 716 425 Item 425 Precast Prestressed Concrete Structural Members ,oe�at of 7iansportaHon 1. DESCRIPTION Furnish and erect precast prestressed concrete members fabricated by pre-tensioning,post-tensioning,or a combination of the two. 2. MATERIALS Use materials that meet requirements of the following Items. ■ Item 420,"Concrete Substructures" • • Item 421,"Hydraulic Cement Concrete" • Item 426,"Post-Tensioning" • Item 427,"Surface Finishes for Concrete" • Item 434,"Bridge Bearings" t. Item 440,"Reinforcement for Concrete" • Item 442,"Metal For Structures" • Item 445,"Galvanizing" • Item 448,"Structural Field Welding" • DMS-4650,"Hydraulic Cement Concrete Curing Materials and Evaporation Retardants" • DMS-7300,"Precast Concrete Fabrication Plants" 2.1. Prestressing Hardware.Furnish prestressing hardware that meets the manufacturer's specifications. 2.2. Concrete.Furnish concrete of the class shown on the plans. 2.3. Prestressing Steel.Furnish prestressing steel conforming to one of the following types: • 7 wire steel strand meeting DMS 4500,"Steel Strand,Uncoated Seven-Wire Stress Relieved and Low Relaxation for Prestressed Concrete," • alloy bars meeting ASTM A 722,or • steel wire meeting ASTM A 421. Maintain copies of the manufacturer's certified Domestic Certification Form D 9 PS 1 for 7 wire steel strand and supply to the Department upon request.Use 7 wire steel strand produced by a prequalified manufacturer on the list maintained by the Construction Division.The Department may take samples in accordance with Tex 710 Ito verify compliance with specification requirements. Assign an individual lot number to all bars from each size and heat,all wire from each coil,and all strand from each reel,and tag the material for accurate identification at the jobsite.Identify each lot of anchorage assemblies and couplers in a similar manner.Unidentified prestressing steel,anchorage assemblies,or couplers received at the site will be rejected.Loss of positive identification of these items at any time will be cause for rejection. 2.4. Post-Tensioning System.Furnish post-tensioing system as required by Item 426,"Post-Tensioning"and the plans.Construction • • • 717 425 3. CONSTRUCTION. Fabricate precast prestressed concrete members in accordance with Item 424,"Precast Concrete Structural Members(Fabrication). Fabricate railroad structures in accordance with the latest AREMA Manual for Railway Engineering and Item 424,"Precast Concrete Structural.Members(Fabrication)."In the case of a conflict between the AREMA manual and Item 424,"Precast Concrete Structural Members(Fabrication),"the more stringent requirements apply. 3.1. Handling,Storing,Hauling,and Erection of Precast Prestressed Concrete Members.Properly handle, store,haul,and erect all members so that they are placed in the structure in a manner to avoid excessive bending stresses and without damage.Lift members with approved lifting devices as shown on the shop drawings or as approved. Maintain beams in an upright position at all times,and raise and support them near the ends to prevent torsion unless approved on shop or erection drawings. Do not move members from the casting yard until all requirements of the pertinent Items have been met. Haul beams to the project site after at least 7 days have elapsed since casting unless otherwise approved. The storage area must be clean and well drained.Prevent excessive or differential settlement of members by storing on: ■ stable ground and ■ dunnage of sufficient size,shape,and strength to prevent crushing. Place dunnage a distance no more than 3%of the beam length from the beam ends.When approved, cantilever beams may be supported at locations other than near the ends.Support concrete box beams and U-beams under the solid end block area during handling,storage,hauling,and erection. - Separate members with blocking arranged in vertical planes that will not crush under load when members are stacked.Stack members so lifting devices are accessible and undamaged.Use dunnage or blocking material that will not damage or stain the required finish. Rearrange improperly stored members and inspect them for damage.Members that are improperly stored and become cracked,warped,or otherwise damaged in storage may be rejected. Securely tie or brace all beams during erection in accordance with minimum erection and bracing standards. • Protect traffic against falling objects during the erection of diaphragms and other structural members,during the placing of cast-in-place concrete,and during the erection and dismantling of forms when railroad or roadway traffic must be maintained beneath beams already placed.Protect traffic with nets or flooring with openings not larger than 1 in.or as approved. Fit mating surfaces to prevent excessive grout leakage when erecting precast prestressed concrete bridge deck panels.Fill the joint with grout or seal it with an acceptable caulking compound before placing the cast- in-place portion of the slab if such fit is not provided. Finish surfaces of beams or other members after slab placement in accordance with Section 420.4.13., "Ordinary Surface Finish,"and Item 427,"Surface Finishes for Concrete." Correct beam discrepancies including,but not limited to horizontal misalignment or variations in vertical camber,to achieve a satisfactory completed structure at no additional expense to the Department.Correction may require replacement of the member. 3.2. Packaging,Storing,and Handling of Prestressing Steel.Protect prestressing steel against physical damage and rust or other results of corrosion,from manufacture to grouting or encasing in concrete. Prestressing steel with physical damage will be rejected.Replace any reel containing broken wires. Provide - wire that is bright and uniformly colored,without foreign matter or pitting on the surface. 718 425 • Package prestressing steel in containers or shipping forms for protection from physical damage and corrosion during shipping and storage.A corrosion inhibitor must be: • placed in the package or form, • incorporated in a corrosion inhibitor carrier type packaging material,or • applied directly to the steel when permitted. The corrosion inhibitor must not have deleterious effect on the steel,concrete,or bond strength of steel to concrete.Inhibitor carrier-type packaging material must conform to the provisions of federal specification MIL PRF 3420G..Immediately replace damaged packaging or forms,or restore them to original condition. Have the shipping package or form clearly marked with the corrosion inhibitor type,packaging date,and a statement that the package contains high-strength prestressing steel. Handle prestressing steel carefully to avoid abrading,nicking,or kinking the strand,bar,or wire.Protect prestressing steel from damage and corrosion by storing it above the ground on platforms,skids,or other approved supports.Any pitting or tightly adhering rust on prestressing steel will be cause for rejection of the steel.Do not weld or torch-cut near any prestressing steel,so that it is not exposed to weld spatter,direct heat,or short-circuited current flow. When prestressing steel for post-tensioning is installed in the ducts,any rust that forms during the first 14 days after installation will not be cause for rejection of the steel. 4. . MEASUREMENT This Item will be measured by the foot,square foot,square yard,cubic yard,or each member.This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal,unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurement or calculations will be made if • adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under • "Measurement"will be paid for at the unit price bid for"Prestressed Concrete"of the specified structural component and type or size.This price is full compensation for fabricating,hauling,and erection of the members;furnishing and tensioning of prestressing steel;furnishing and placing reinforcing steel and duct; furnishing and placing bearing plates,elastomeric bearings,bars,anchorage plates,and appurtenances; grouting holes;repairs.;special treatment of end anchorages and shoes as required;erection bracing;and equipment,labor,tools,and incidentals. Precast prestressed concrete bridge deck panels will not be paid for directly but will be subsidiary to pertinent Items. Precast prestressed concrete piling will be paid for as specified in Item 409,"Prestressed Concrete Piling." No additional compensation will be made for alternate designs or for any increase in quantities required to accommodate alternate designs,including quantities paid for under other Items. • 719 432 Item 432 Ay,® Riprap of Trsnsp eL"on 1. DESCRIPTION Furnish and place concrete,stone,cement-stabilized,or special riprap. 2. MATERIALS Furnish materials in accordance with the following Items. • Item.420,"Concrete Substructures" • Item 421,"Hydraulic Cement Concrete"' • Item 431,"Pneumatically Placed Concrete" • Item 440,"Reinforcement for Concrete" • DMS-6200,"Filter Fabric" 2.1. Concrete Riprap.Use Class B Concrete unless otherwise shown on the plans. 2.2. Pneumatically Placed Concrete Riprap.Use Class II concrete that meets Item 431,"Pneumatically Placed Concrete,"unless otherwise shown on the plans. 2.3. Stone Riprap.Use durable natural stone with a bulk specific gravity of at least 2.50 as determined by Tex-403-A unless otherwise shown on the plans.Provide stone that,when tested in accordance with Tex-411-A,has weight loss of no more than 18%after 5 cycles of magnesium sulfate solution. Perform a size verification test on the first 5,000 sq.yd.of finished riprap stone for all types of stone riprap at a location determined by the Engineer.Test the riprap stone in accordance with ASTM D5519.Additional tests may be required.Do not place additional riprap until the initial 5,000 sq.yd.of riprap has been approved. Provide grout or mortar in accordance with Item 421,"Hydraulic Cement Concrete,"when specified.Provide grout with a consistency that will flow into and fill all voids. Provide filter fabric in accordance with DMS-6200,"Filter Fabric"Provide Type 2 filter fabric for protection stone riprap unless otherwise shown on the plans.Provide Type 2 filter fabric for Type R, F,or Common stone riprap when shown on the plans. 2.3.1. Type R.Use stones between 50 and 250 lb.with at least 50%of the stones heavier than 100 lb. 2.3.2. Type F.Use stones between 50 and 250 lb.with at least 40%of the stones heavier than 100 lb.Use stones with at least 1 broad flat surface. • 2.3.3. Common.Use stones between 50 and 250 lb.Use stones that are at least 3 in.in their least dimension. Use stones that are at least twice as wide as they are thick.When shown on the plans or approved,material may consist of broken concrete removed under the Contract or from other approved sources.Cut exposed reinforcement flush with all surfaces before placement of each piece of broken concrete: 2.3.4.. Protection.Use boulders or quarried rock that meets the gradation requirements of Table 1.Both the width and the thickness of each piece of riprap must be at least 1/3 of the length.When shown on the plans or as approved,material may consist of broken concrete removed under the Contract or from other approved sources.Cut exposed reinforcement flush with all surfaces before placement of each piece of broken 720 432 concrete.Determine gradation of the finished,in-place,riprap stone under the direct supervision of the Engineer in accordance with ASTM D5519. Table 1 In-Place Protection Riprap Gradation Requirements • Size Maximum Size 90%Size1 50%Size2 8%Size3 (lb.) (lb.) (lb.) Minimum(lb.) 12 in. 200 80-180 30-75 3 15 in. 320 170-300 60-165 20 18 in. 530 290-475 105-220 22 21 in. 800 460-720 175-300 25 24 in. 1,000 550-850 200-325 30 30 in.. 2,600 1,150-2,250 400-900 40 1. Defined as that size such that 10%of the total riprap stone,by weight,is larger and 90%is smaller. • 2. Defined as that size such that 50%of the total riprap stone,by weight,is larger and 50%is smaller. 3. Defined as that size such that 92%of the total riprap stone,by weight,is larger and 8%is smaller. The Engineer may require in-place verification of the stone size.Determine the in-place size of the riprap stone by taking linear transects along the riprap and measuring the intermediate axis of the stone at select intervals.Place a tape measure along the riprap and determine the intermediate axis size of the stone at 2 ft. intervals.Measure a minimum of 100 stones,either in a single transect or in multiple transects,then follow ASTM D5519 Test Procedure Part B to determine the gradation.Table 2 is a guide for comparing the stone size in inches to the stone weight.shown in Table 1. Table 2 Protection Riprap Stone Size1 Dmax D90 'D50 D8 Size (in.) (in.) (in.) (in.) 12 in. 13.76 10.14-13.29 7.31-9.92 3.39 15 in. 16.10 13.04-15.75 9.21-12.91 6.39 18 in. 19.04 15.58-18.36 11.10-14.21 6.59 21 in. 21.85 18.17-21.09 13.16-15.75 6.88 24 in. 23.53 19.28-22.29 13.76-16.18 7.31 30 in. 32.36 24.65-30.84 17.34-22.72 8.05 1. Based on a Specific Gravity of 2.5 and using the following equation for the intermediate axis diameter D={(12*W)I(Gs*62.4*0.85))113 where: D=intermediate axis diameter in in.; W=weight of stone in lbs.; Gs=Specific Gravity of stone. Note—If the Specific Gravity of the stone is different than 2.5,then the above equation can be used to determine the appropriate size using the actual Specific Gravity. • If required,provide bedding stone that,in-place,meets the gradation requirements shown in Table 3 or as otherwise shown on the plans. Determine the size distribution in Table 3 in accordance with ASTM D6913. Table 3 Protection Riprap Bedding Material Gradation Requirements Sieve Size(Sq.Mesh) %by Weight Passing 3" 100 1-1/2" 50-80 3I4" 20-60 #4 0-15 #10 .0-5 2.4. Cement-Stabilized Riprap.Provide aggregate that meets Item 247,"Flexible Base,"for the type and grade shown on the plans.Use cement-stabilized riprap with 7%hydraulic cement by dry weight of the aggregate. 2.5. Special Riprap.Furnish materials for special riprap according to the plans. 721 432 3. CONSTRUCTION Dress slopes and protected areas to the line and grade shown on the plans before the placement of riprap. Place riprap and toe walls according to details and dimensions shown on the plans or as directed. 3.1. Concrete Riprap.Reinforce concrete riprap with 6 x 6—W2.9 x W2.9 welded wire fabric or with No.3 or No.4 reinforcing bars spaced at a maximum of 18 in.in each direction unless otherwise shown.Alternative styles of welded wire fabric that provide at least 0.058 sq.in.of steel per foot in both directions may be used if approved.A combination of welded wire fabric and reinforcing bars may be provided when both are permitted.Provide a minimum 6-in.lap at all splices.Provide horizontal cover of at least 1 in.and no more than 3 in.at the edge of the riprap.Place the first parallel bar no more than 6 in.from the edge of concrete. Use approved supports to hold the reinforcement approximately equidistant from the top and bottom surface of the slab.Adjust reinforcement during concrete placement to maintain correct position. Sprinkle or sprinkle and consolidate the subgrade before the concrete is placed as directed.All surfaces must be moist when concrete is placed. Compact and shape the concrete once it has been placed to conform to the dimensions shown on the plans. Finish the surface with a wood float after it has set sufficiently to avoid slumping to secure a smooth surface or broom finish as approved. Cure the riprap immediately after the finishing operation according to Item 420,"Concrete Substructures." 3.2. Stone Riprap. Provide the following types of stone riprap when shown on the plans: • Dry Riprap.Stone riprap with voids filled with only spalls or small stones. • Grouted Riprap.Type R,F,or Common stone riprap with voids grouted after all the stones are in place. • Mortared Riprap.Type F stone riprap laid and mortared as each stone is placed. Use spalls and small stones lighter than 25 lb.to fill open joints and voids in stone riprap,and place to a tight fit. Place mortar or grout only when the air temperature is above 35°F.Protect work from rapid drying for at least 3 days after placement. Place filter fabric with the length running up and down the slope unless otherwise approved.Ensure fabric has a minimum overlap of 2 ft.Secure fabric with nails or pins.Use nails at least 2 in.long with washers or U-shaped pins with legs at least 9 in.long.Space nails or pins at a maximum of 10 ft.in each direction and 5 ft.along the seams.Alternative anchorage and spacing may be used when approved. 3.2.1. Type R.Construct riprap as shown in Figure 1 on the Stone Riprap Standard and as shown on the plans. Place stones in a single layer with close joints so most of their weight is carried by the earth and not the adjacent stones.Place the upright axis of the stones at an angle of approximately 90°to the embankment slope.Place each course from the bottom of the embankment upward with the larger stones in the lower courses. • Fill open joints between stones with spalls.Place stones to create a uniform finished top surface.Do not exceed a 6-in.variation between the tops of adjacent stones.Replace,embed deeper,or chip away stones that project more than the allowable amount above the finished surface. Prevent earth,sand,or foreign material from filling the spaces between the stones when the plans require Type R stone riprap to be grouted.Wet the stones thoroughly after they are in place,fill the spaces between the stones with grout,and pack.Sweep the surface of the riprap with a stiff broom after grouting. 722 432 3.2.2. Type F. 3.2.2.1. Dry Placement.Construct riprap as shown in Figure 2 on the Stone Riprap Standard.Set the flat surface on a prepared horizontal earth bed,and overlap the underlying course to secure a lapped surface.Place the large stones first,roughly arranged in close contact.Fill the spaces between the large stones with suitably sized stones placed to leave the surface evenly stepped and conforming to the contour required.Place stone to drain water down the face of the slope. 3.2.2.2. Grouting.Construct riprap as shown in Figure 3 on the Stone Riprap Standard.Size,shape,and lay large flat-surfaced stones to produce an even surface with minimal voids.Place stones with the flat surface facing upward parallel to the slope.Place the largest stones near the base of the slope. Fill spaces between the larger stones with stones of suitable size,leaving the surface smooth,tight,and conforming to the contour required.Place the stones to create a plane surface with a variation no more than 6 in.in 10 ft.from true plane.Provide the same degree of accuracy for warped and curved surfaces.Prevent earth,sand,or foreign material from filling the spaces between the stones.Wet the stones thoroughly after they are in place,fill the spaces between them with grout,and pack.Sweep the surface with a stiff broom after grouting. 3.2.2.3. Mortaring.Construct riprap as shown in Figure 2 on the Stone Riprap Standard. Lap courses as described for dry placement.Wet the stones thoroughly before placing mortar.Bed the larger stones in fresh mortar as they are being place and shove adjacent stones into contact with one another.Spread excess mortar forced out during placement of the stones uniformly over them to fill all voids completely.Point up all joints roughly either with flush joints or shallow,smooth-raked joints as directed. 3.2.3. Common.Construct riprap as shown in Figure 4 on the Stone Riprap Standard.Place stones on a bed excavated for the base course.Bed the base course of stone well into the ground with the edges in contact. Bed and place each succeeding course in even contact with the preceding course.Use spalls and small • stones to fill any open joints and voids in the riprap.Ensure the finished surface presents an even,tight surface,true to the line and grades of the typical sections. Prevent earth,sand,or foreign material from filling the spaces between the stones when the plans require grouting common stone riprap.Wet the stones thoroughly after they are in place;fill the spaces between them with grout;and pack.Sweep the surface with a stiff broom after grouting. 3.2.4. Protection.Construct riprap as shown in Figure 5 on the Stone Riprap Standard. Place riprap stone on the slopes within the limits shown on the plans.Place stone for riprap on the filter fabric to produce a reasonably well-graded mass of riprap with the minimum practicable percentage of voids.Construct the riprap to the lines and grades shown on the plans or staked in the field.A tolerance of+6 in.and—0 in.from the slope line and grades shown on the plans is allowed in the finished surface of the riprap.Place riprap to its full thickness in a single operation.Avoid displacing the filter fabric.Ensure the entire mass of stones in their final position is free from objectionable pockets of small stones and clusters of larger stones.Do not place riprap in layers,and do not place it by dumping it into chutes,dumping it from the top of the slope,pushing it • from the top of the slope,or any method likely to cause segregation of the various sizes.Obtain the desired distribution of the various sizes of stones throughout the mass by selective loading of material at the quarry or other source or by other methods of placement that will produce the specified results.Rearrange individual stones by mechanical equipment or by hand if necessary to obtain a reasonably well-graded distribution of stone sizes.Use the bedding thickness shown and place stone for riprap on the bedding material to produce a reasonably well-graded mass of riprap with the minimum practicable percentage of voids if required on the plans. 3.3. Pneumatically Placed Concrete Riprap,Class II.Meet Item 431,`Pneumatically Placed Concrete." Provide reinforcement following the details on the plans and Item 440,"Reinforcement for Concrete."Support reinforcement with approved supports throughout placement of concrete. Give the surface a wood-float finish or a gun finish as directed.Cure the riprap with membrane-curing compound immediately after the finishing operation in accordance with.Item 420,"Concrete Substructures." • 723 432 3.4. Cement-Stabilized Riprap.Follow the requirements of the plans and the provisions for concrete riprap except when reinforcement is not required.The Engineer will approve the design and mixing of the cement- stabilized riprap. 3.5. Special Riprap.Construct special riprap according to the plans. 4. MEASUREMENT This Item will be measured by the cubic yard of material complete in place.Volume will be computed on the basis of the measured area in place and the thickness and toe wall width shown on the plans. If required on the plans,the pay quantity of the bedding material for stone riprap for protection to be paid for will be measured by the cubic yard as computed from the measured area in place and the bedding thickness shown on the plans. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Riprap"of the type,thickness,and void-filling technique(Dry,Grout,Mortar)specified,as applicable.This price is full compensation for furnishing,hauling, and placing riprap and for filter fabric,expansion joint material,concrete and reinforcing steel,grout and mortar,scales,test weights,equipment,labor,tools,and incidentals. Payment for excavation of toe wall trenches,for all necessary excavation below natural ground or bottom of excavated channel,and for shaping of slopes for riprap will be included in the unit price bid per cubic yard of riprap. When bedding is required for protection stone riprap,payment will be made at the unit price for"Bedding Material"of the thickness specified.This price is full compensation for furnishing,hauling,placing,and maintaining the bedding material until placement of the riprap cover is completed and accepted;excavation required for placement of bedding material;and equipment,scales,test weights,labor,tools,and incidentals. No payment will be made for excess thickness of bedding nor for material required to replace embankment material lost by rain wash,wind erosion,or otherwise. 724 434 • Item 434 - ►® Bridge Bearings t of7h3nsportallon 1: DESCRIPTION Furnish and install bearings for the support of bridge superstructure and substructure members.Bridge bearings under this specification consist of the 2 following categories and subcategories: 1.1. Elastomeric Bridge Bearings: • Plain Elastomeric Bearings.Consisting of elastomer only. • Laminated Elastomeric Bearings.Consisting of alternating individual layers of elastomer and steel laminates,with or without a steel top plate and special components(steel guide bars and bottom plate). • Sliding Elastomeric Bearings.Consisting of a steel top(sole)plate with a stainless steel facing(upper component)bearing on a lower component.The lower component consists of a layer of polytetrafluoroethylene(PTFE)recessed and bonded to a steel plate that is vulcanized to the top of a laminated elastomeric bearing pad with or without special components(steel guide bars and bottom plate). Plain and laminated elastomeric bridge bearings are designated by hardness(durometer),size,and configuration and,in the case of laminated bearings,by the thickness of the individual layers of elastomer and the size and position of any steel top plates. 1.2. High Load Multi-Rotational(HLMR)Bearings: • Disc Bearings.Consisting of a polyether urethane disc contained between upper and lower steel bearing plates.The bearing has a shear resisting mechanism to prevent relative horizontal movement of the bearing plates and transmit horizontal loads. • Pot Bearings.Consisting of aplain elastomeric disc confined by a shallow steel cylinder(pot)and a steel piston which engages the cylinder sufficiently to prevent their relative horizontal movement. Provision for sliding movements(if required)uses a separate steel top plate with stainless steel facing(upper component)bearing on a lower component,and a lower component with a layer of PTFE bonded to the top of the upper steel bearing plate of the HLMR assembly.If required on the plans,restriction of lateral movement is provided by guide bars integrated with the steel top plate and interface components of the same stainless steel facing and PTFE layer. HLMR bridge bearings are designated by configuration(fixed,multi-direction expansion,or guided expansion)and the vertical service reaction requirements.Fixed configurations allow rotation about the horizontal axis and prevent horizontal movement in all directions.Multi-direction expansion configurations allow rotation about the horizontal axis and horizontal movement in all directions.Guided expansion configurations allow rotation about the horizontal axis and horizontal movement in one direction as indicated on the plans,while guide bars and keyways restrict horizontal movement in the orthogonal direction.Provide either disc bearings or pot bearings unless a disc or pot bearing is specifically required on the plans.Provide a fabricator-designed HLMR bearing meeting the performance and dimensional criteria described on the plans and Section 434.2.3.,"HLMR Bearings." Bearings consisting of hinged steel bolster and rocker shoes,steel flat,cylindrical,or spherical bearings,and single/multiple steel roller bearings are not covered by this Item and must conform to Item 442,"Metal for Structures,"unless shown otherwise on the plans. • 725 434 2. MATERIALS 2.1. Plain and Laminated Elastomeric Bearings.Furnish bearings produced by a manufacturer from elastomer formulations approved by the Department.The Department's MPL has a list of approved bridge bearing elastomer formulations. 2.1.1. Elastomer.Provide elastomer for bearings formulated from previously unvulcanized 100%virgin polychloroprene rubber polymers meeting the physical properties,heat resistance,and compression set requirements of AASHTO M 251,Table X1.1,unless otherwise shown on the plans.Do not provide bearings containing previously vulcanized synthetic rubber or other synthetic rubber-like polymers.Perform material tests on the finished product in accordance with the applicable test methods.Do not use standard laboratory test slabs for this purpose.Prepare test specimens from the finished product in accordance with ASTM D3183. Obtain approval for each elastomer formulation before use on Department projects.Submit certified test results to the Construction Division to prequalify and obtain approval of a particular formulation.Show actual test values obtained and the required values for the physical properties,heat resistance,and compression set of the elastomer when tested for compliance with the minimum requirements of AASHTO M 251, Table X1.1. Forward samples(freight prepaid)to the Construction Division,Materials and Pavements Section,or their contracted testing laboratory when directed. • Submit only elastomer of the type or types to be supplied.Submit prequalification samples consisting of • 2 finished bearings typical of the formulation and workmanship for Department projects.Submit 2 samples of each type when laminated and plain bearings are required.Laminated sample bearings may represent both plain bearings and laminated bearings for an elastomer formulation. Plain sample bearings must measure 9 in.x 19 in.x 1 in.Laminated sample bearings must measure 9 in.x 14 in.x 1-1/2 in.with the following number of steel laminates: • 50 durometer-3 steel laminates, • 60 durometer-2 steel laminates,and • 70 durometer-2 steel laminates. Adhesion testing of laminated prequalification samples will be performed by the Department in accordance with Tex-601-J,Part I—Adhesion Test Method 1.Bond failure between the elastomer and steel laminates must occur as stated in this test method to constitute a passing test result.Presence of chlorinated compounds(neoprene)in the elastomer will be verified by the Department in accordance with Tex-601-J, Part IV—Chlorinated Compound Test Method. Costs associated with testing elastomer formulations failing to conform to the requirements of this Item are borne by the bearings manufacturer.This cost will be assessed at the rate established by Construction Division at the time of testing. Certify that the submitted samples are of the same basic elastomer formulation and of equivalent cure as the finished products to be furnished on Department projects. Complete prequalification testing will be performed for each formulation at least once every 2 yr.and when necessary. 2.1.2. Steel Laminates.Provide steel laminates,for laminated bearings,of commercial grade steel strip or sheet with a thickness of 0.105 t0.015 in. 2.1.3. Steel Top Plates.Provide steel top plates,when required for laminated bearings,in accordance with the plans. 726 434 2.1.4. r Special Components.Provide steel guide bars and bottom plates,when required for laminated bearings,in accordance with the plans. 2.1.5. Coatings.Provide protective coatings for steel components materials in accordance with Item 445, "Galvanizing,"or DMS-8104,"Paint,Shop Application for Steel Bridge Members,"unless indicated otherwise on the plans. 2.2. Sliding Elastomeric Bearings. 2.2.1. Lower Component. 2.2.1.1. PTFE.Furnish PTFE materials that are pure virgin polytetrafluoroethylene fluorocarbon resin,unfilled.The finished materials must exhibit the physical properties shown in Table 1. 2.2.1.2. Laminated Elastomeric Bearing Pad and Steel Plate.Furnish laminated elastomeric bearing pads in accordance with Sections 434.2.1.and 434.3.1.,"Plain and Laminated Elastomeric Bearings."Provide steel plates attached to laminated elastomeric bearing pads in accordance with the.plans. Table 1 Required PTFE Physical Properties Physical Property Test Method Value(Unfilled) Tensile strength,psi ASTM D4894 2,800 Min Elongation,% ASTM D4894 200 Min Melting point ASTM D4894 622±4°F Specific gravity ASTM D792 2.16±0.03 2.2.2. Upper Component. 2.2.2.1. Steel Top(Sole)Plates.Provide steel top(sole)plates in accordance with the plans,and finished to ANSI#500 or better on the surface interfacing with the stainless steel sheet. 2.2.2.2. Stainless Steel.Provide Type 304 stainless steel sheet in accordance with ASTM A240.The thickness must be at least 1/16 in.unless otherwise shown on the plans. 2.2.3. Special Components.Provide steel guide bars and bottom plates,when required for sliding elastomeric bearings,in accordance with the plans. 2.2.4. Coatings.Provide coating materials as required in accordance with Item 445,"Galvanizing"and DMS-8104, "Paint,Shop Application for Structural Steel,"unless indicated otherwise on the plans. 2.3. HLMR Bearings. 2.3.1. Structural Design.Provide a fabricator-developed design for the HLMR(disc or pot)bearings,meeting the 'service and factored vertical load capacity,service and factored horizontal load capacity,rotational capacity, and translation capacity requirements indicated on the plans and augmented by the requirements of this Item.Provide a bearing capable of transmitting 15%of the service vertical force as a factored horizontal load if no horizontal load capacity is provided on the plans.Provide a design that uses sole plate geometry or a grout interface to accommodate the longitudinal and transverse aspects of the bridge grade,and does not require the bearing to accommodate this in rotation unless indicated otherwise on the plans.If the bridge element supported by the bearing is cambered for dead load to be applied after the bearing is positioned,the dead load design rotation of the elastomer may be neglected provided the fabricator-developed design has checked the bearing for this temporary condition to ensure no damage occurs and there is no metal-to-metal contact.Provide a design that meets the current versions of the AASHTO LRFD Bridge Design Specifications and AASHTO LRFD Bridge Construction Specifications.Assume the plan rotations do not include requirements for uncertainties and construction tolerance stipulated in the AASHTO Specifications unless indicated on the plans. • 727 434 2.3.2. Maintenance Functionality.Provide a fabricator-developed design that allows future removal with a maximum vertical jacking height of 1/4 in.after the load is removed.Provide a design with minimum 4-in. distance between the bottom of masonry plate and top of sole plate. 2.3.3. Elements of HLMR Bearings. 2.3.3.1. Lower Component. 2.3.3.1.1. Polyether Urethane for Disc Bearings.Furnish polyether urethane discs conforming to the material requirements of the AASHTO LRFD Bridge Design Specifications and AASHTO LRFD Bridge Construction Specifications,and the load and rotation demand indicated in Section 434.2.3.1.,"Structural Design." 2.3.3.1.2. Elastomeric Rotational Element for-Pot Bearings.Provide elastomer conforming to the material requirements of the AASHTO LRFD Bridge Design Specifications and AASHTO LRFD Bridge Construction Specifications,and the load and rotation demand indicated in Section 434.2.3.1.,"Structural Design,"with the exception that usage of virgin natural polyisoprene(natural rubber)is not allowed. 2.3.3.1.3. PTFE.For expansion HLMR bearings,furnish PTFE materials that are pure virgin polytetrafluoroethylene fluorocarbon resin,unfilled.The finished materials must exhibit the physical properties shown in Table 1. Provide PTFE that is bonded to the top steel bearing plate of the HLMR assembly in accordance with AASHTO LRFD Bridge Construction Specifications. 2.3.3.2. Upper Component. 2.3.3.2.1. Steel Top Plates.Provide steel top plates in accordance with the AASHTO LRFD Bridge Design Specifications and AASHTO LRFD Bridge Construction Specifications.Provide an ANSI#500 or better finish on the surface interfacing with the stainless steel sheet for expansion bearings.At the fabricator's option,the steel top plate may serve the function of the sole plate between the supported structure and the HLMR bearing assembly provided it matches geometric bevel requirements,plan dimensions,and minimum thickness for the sole plate depicted on the plans,while maintaining the performance requirements and avoiding damage due to installation.Otherwise,provide connectivity between the top plate and the sole plate or grouted interface as indicated on the plans.Coordinate any necessary adjustments to the sole plate geometry,connection method,or grouted interface with the Engineer to ensure compatibility with the structural design,before ordering any materials.Provide bolted connections for connection to steel trapezoidal box girder superstructures. 2.3.3.2.2. Stainless Steel.Provide Type 304 stainless steel sheet in accordance with ASTM A240.The thickness must be at least 1/16 in.unless otherwise shown on the plans. 2.3.3.3. Miscellaneous Components. 2.3.3.3.1. Lateral Guides.Provide guide bars integrated with the steel top plate and interface components of stainless steel facing and PTFE for guided HLMR expansion bearings.Submit alternate interface components to stainless steel and PTFE for review and approval.Provide details indicating guide bar,stainless steel,and PTFE attachment and design to sustain the lateral loads specified on the plans while maintaining unimpeded expansion capability. 2.3.3.3.2. Piston.Provide in accordance with the AASHTO LRFD Bridge Design Specifications and AASHTO LRFD Bridge Construction Specifications. • 2.3.3.3.3. Pot.Provide in accordance with the AASHTO LRFD Bridge Design Specifications and AASHTO LRFD Bridge Construction Specifications. 2.3.3.3.4. Sealing Rings.Provide in accordance with the AASHTO LRFD Bridge Design Specifications and AASHTO LRFD Bridge Construction Specifications. 728 434 2.3.3.3.5. Sealants.Provide in accordance with the AASHTO LRFD Bridge Design Specifications and AASHTO LRFD Bridge Construction Specifications. 2.3.3.4. Supporting Masonry Plate and Anchor Rods.Coordinate any necessary adjustments to masonry plate geometry,connection method,or grout interface with the Engineer to ensure compatibility with the structure design before ordering any materials.Provide medium strength,mild steel or better type anchor rods in accordance with Item 449,"Anchor Bolts,"including nuts and washers,unless indicated otherwise on the plans. 2.3.3.5. Coatings.Provide coating materials as required in accordance with Item 445,"Galvanizing,"or DMS-8104, "Paint,Shop Application for Steel Bridge Members,"unless indicated otherwise on the plans.Submit fabricator-preferred alternative coatings to the Engineer for review and approval. 3. CONSTRUCTION 3.1. Plain and Laminated Elastomeric Bearings.Electronically submit shop drawings for the complete assembly before fabrication of laminated elastomeric bearings with or without steel top plates or special components in accordance with the plans and,Item 441,"Steel Structures."Provide a bearing layout with the shop drawings. Mold together components of a laminated bearing to form an integral unit free of voids or separations in the elastomer or between the elastomer and the steel laminates or plates,unless otherwise shown on the plans. Provide well-vulcanized elastomer between the laminates or plates and on the outer surfaces of the bearing that is uniform and integral and resists separation by mechanical means into separate,definite,well-defined elastomeric layers. Evidence of this layered construction,either at the outer surfaces or within the bearing, will be cause for rejection.Repair of damaged elastomer on sides of laminated bearings is not allowed for product acceptance.Repair of damaged elastomer on top or bottom surfaces of laminated bearings is allowed when approved. Cover edges of steel laminates with 1/8 in.to 1/4 in.of elastomer except exposure of the laminates will be permitted at approved laminate restraining devices and around holes entirely enclosed in the finished structure.Position laminates within 1/8 in.of plan location. Plain bearings may be molded individually,cut from previously molded strips or slabs molded to the full thickness of the finished bearings,or extruded and cut to length.The finish of cut surfaces must be ANSI 250,or smoother.The finished bearings must have no voids or separations detectable either at the bearing surfaces or within the bearing.Plain elastomeric bearings must be well vulcanized,uniform,and integral units of such construction that the bearing is incapable of being separated by any mechanical means into separate,definite,well-defined elastomeric layers.Evidence of layered construction either at the outer surfaces or within the bearing will be cause for rejection. The permissible variation from the dimensions and configuration shown on the plans for both plain and • laminated bearings will be as listed in AASHTO M 251,Table 2.Flash tolerance,finish,and appearance must meet the requirements of the latest edition of the Rubber Handbook published by the Rubber Manufacturers Association,Inc.,RMA F3 and T.063 for molded bearings and RMA F2 for extruded bearings. Perform required welding in accordance with Item 441,"Steel Structures."Manufacture guide bars,when required,so adjacent top and bottom bar surfaces are parallel to within 1/16 in.in the assembled position. The tolerance for diameter of anchor bolt holes is+1/8 in.,-0.The maximum deviation for flatness of steel • plates is 1/16 in.in any 24 in.or as shown on the plans. 3.1.1. Markings:Mark the bearing type on the surface of each bearing as shown on the plans.The marking must remain legible until placement in the structure.Permanently mark,in addition,laminated bearings with: • manufacturer's name or trademark, • lot number, • ■ date of manufacture(month-year),and 729 434 • direction of slope. Place this permanent marking on a face which is visible after erection of the bridge unless otherwise shown on the plans. 3.1.2. Testing and Acceptance.The sampling and testing of laminated bearing production,after prequalification approval,will be as follows: 3.1.2.1. Laminated Bearings.Subject each laminated bearing to a compression of 2,250 psi or a stress approved by the Engineer.Provide calibrated equipment per ASTM E4 for this compression testing.Each bearing will be acceptable if there is no visible evidence of bond failure or other damage and if the finished bearing meets other pertinent portions of this Item.Samples may be taken if the quality of production becomes questionable. 3.1.3. Documentation.Furnish certified laboratory test results on the elastomer properties of each batch or lot of compound for both plain and laminated bearings.Provide copies of certified mill test reports for laminated bearing steel top plates and any required steel special components. 3.1.4. Storage.Protect plain and laminated bearings from sunlight until placement in the structure. 3.1.5. Field Methods.Provide concrete surfaces for bearing areas under plain and laminated elastomeric bearings in accordance with Section 420.4.9.,'Treatment and Finishing of Horizontal Surfaces." Do not damage the elastomer when welding near bearings. Damaged bearings will be subject to rejection and require replacement as directed. 3.2. Sliding Elastomeric Bearings.Electronically submit shop drawings for the complete assembly before fabrication of sliding elastomeric bearings in accordance with the plans and Item 441,"Steel Structures." Provide a bearing layout with the shop drawings. Finish the steel top(sole)plate surface,interfacing with the stainless steel sheet,per Section 434.2.2.2.1., "Steel Top(Sole)Plates."Provide this finished surface flat to a tolerance of 1/32 in.Provide the remaining surface,outside the stainless steel sheet interface,flat to a tolerance of 1/16 in.in any 24 in. Attach the stainless steel sheet to the steel top(sole)plate by continuous fillet-welding around the edges with an approved welding electrode. Do not extend the weld above the sliding surface.Protect the sliding surface from weld spatter.Polish the stainless steel sheet to a bright mirror finish less than 20 micro-in.rms,and solvent-clean to remove traces of polishing compound after attachment to the steel plate. Fabricate the laminated elastomeric bearing pads according to Section 434.3.1.,"Plain and Laminated Elastomeric Bearings."Vulcanize the laminated elastomeric bearing pad to the PTFE-faced steel plate. Machine the steel plate recessed surface flat to a tolerance of 1/32 in.and within 1/32 in.of required depth. Bond the PTFE material to the steel plate recessed surface with an approved adhesive.Fit the PTFE material into the recessed surface with not more than 1/32-in.gaps around the perimeter. Perform required welding in accordance with Item 441,"Steel Structures."Manufacture guide bars when required so that adjacent top and bottom bar surfaces are parallel to within 1/16 in.in the assembled position.The tolerance for diameter of anchor bolt holes is+1/8 in.,-0 in. 3.2.1. Markings.Mark the bearing type on the surface of each sliding elastomeric bearing.The marking must remain legible until placement in the structure.Permanently mark the laminated elastomeric bearing pad with the information specified in Section 434.3.1.1.,"Markings." 3.2.2. Testing and Acceptance.Test a minimum of 10%of the sliding elastomeric bearing assemblies to a compressive strength of 2,250 psi or a stress approved by the Engineer.Provide calibrated equipment per 730 434 ASTM E4 for this compression testing.No tested sliding elastomeric bearing may show visible damage to the PTFE or stainless steel surfaces nor evidence of bond failure between the: { • PTFE-faced steel plate and laminated elastomeric bearing pad,, • steel laminates and elastomer within the laminated•elastomeric bearing pad,and ■ steel plate and PTFE. Perform check tests if necessary on the steel,laminated elastomeric bearing pads,or PTFE material to verify the properties required under Section 434.2.2.,"Sliding Elastomeric Bearings." . Bearings represented by test specimens passing the requirements of this Item will be approved for use in the structure subject to on-site inspection by the Engineer for visible defects. 3.2.2.1. Lower Component.Manufacture 1 additional bearing lower component per project for testing purposes. Notify the Construction Division,which will sample a bearing lower component at random from the lot,after bearings have been manufactured for a project.Forward selected samples(freight prepaid)to the Construction Division,or to their contracted testing laboratory when directed.Lower component samples will be tested to the following: • Tex-601-J, Part II—Adhesion Test Method 2.Adhesion between the PTFE material and steel plate must meet a minimum 20 lb.per inch. • Tex-601-J,Part III—Adhesion Test Method 3.Bond failure between the PTFE-faced steel plate and the laminated elastomeric bearing pad must occur as stated in this test method to constitute a passing test result. Costs associated with testing sliding elastomeric bearing lower component project samples failing to conform to these requirements are borne by the bearings manufacturer.This cost will be assessed at the rate established by Construction Division at the time of testing. 3.2.2.2. Documentation.Furnish copies of certified mill test reports for the steel top(sole)plate,stainless steel, PTFE-faced steel plate,and any required steel special components.Provide a manufacturer's certification that the PTFE material meets the requirements of this Item.Furnish certified laboratory test results on the elastomer properties of each batch or lot of compound for laminated elastomeric bearing pads. 3.2.3. Storage.Store sliding elastomeric bearings horizontally in a dry,sheltered area.Provide moisture and dust- resistant wrapping maintained in good condition until installation.Lift bearings only from the undersides. Protect bearings from damage,dirt,oil,grease,and other foreign substances. 3.2.4. Field Methods.Provide concrete surfaces for bearing areas under sliding elastomeric bearings in accordance with Section 420.4.9.,'Treatment and Finishing of Horizontal Surfaces." Refer to the plans for temperature setting corrections for all bridges and bearing alignment relative to a chord for curved bridges.Perform such adjustments as directed if the plans do not address these requirements. Exercise care in any field-welding required for the installation of a sliding elastomeric bearing to prevent damage to the elastomer,PTFE,or stainless steel surface.Repair damage to protective coating on the bearings and apply the final appearance coat in accordance with Item 446,"Field Cleaning and Painting Steel." Damaged bearings will be subject to rejection and require replacement as directed. 3.3. HLMR Bearings.Electronically submit shop drawings for the complete assembly,before fabrication of HLMR bearings,in accordance with the plans.Provide a bearing layout with the shop drawings including geometric placement on substructure.Provide design calculations sealed by a licensed professional engineer. 731 434 3.3.1. Markings.Provide a permanent identification mark indicating each bearing's position in the structure and a direction arrow oriented in the forward station direction.Ensure the primary identification mark or a second such mark is provided at a visible location on the bearing after superstructure construction. 3.3.2. Testing and Acceptance.Coordinate arrangements for sampling and testing with the Construction Division before manufacturing all or a significant number of bearings for the project.Coordinate with the Construction Division,the number and type of tests that must be observed by a designated Construction Division representative.Perform testing in accordance with Section 18,"Bearing Devices,"of the current AASHTO LRFD Bridge Construction Specifications.Use prequalification for certain tests only if approved by the Construction Division. Disassemble bearings for visual inspection after testing.Replace or repair any bearings that reveal malfunction such as lift-off,galling between components,excessive deflection,yielding of steel,wrinkling of stainless steel,and flow or bond failure of PTFE.Perform testing to validate performance of replaced or repaired bearings as directed. Costs associated with testing project samples failing to conform to these requirements are borne by the bearings manufacturer.This cost will be assessed at the rate established by Construction Division at the time of testing. 3.3.3. Storage.Store HLMR bearings horizontally in a dry,sheltered area.Provide moisture and dust-resistant wrapping maintained in good condition until installation.Lift bearings only from the undersides.Protect bearings from damage,dirt,oil,grease,and other foreign substances. 3.3.4. Field Methods.Provide concrete surfaces for bearing areas under HLMR bearings in accordance with Section 420.4.9.,"Treatment and Finishing of Horizontal Surfaces,"unless indicated otherwise on the plans or the HLMR bearing shop drawings. Do not disassemble bearings unless otherwise approved by the Engineerwith the guidance of the bearing fabricator.Clean any contaminated sliding surfaces as directed by the fabricator. 1 Place HLMR bearings on preformed fabric pads as indicated in Section 441.3.11.6.,"Bearing and Anchorage Devices,"unless indicated otherwise on the plans or the shop drawings.Refer to the plans for temperature setting corrections for all bridges and bearing alignment relative to a chord for curved bridges.Perform such adjustments as directed if the plans do not address these requirements. Exercise care in any field-welding required for the installation of an HLMR bearing to prevent damage to the elastomer,disc element,PTFE,or stainless steel surface.Perform repair of damage to the prime coat on the bearings and apply the final appearance coat in accordance with Item 446,"Field Cleaning and Painting Steel." Damaged bearings will be subject to rejection and require replacement as directed. 4. MEASUREMENT 4.1. Plain and Laminated Elastomeric Bearings.When plain and laminated elastomeric bearings are specified on the plans to be a pay item,measurement will be by each bearing. 4.2. Sliding Elastomeric Bearings.Sliding elastomeric bearings will be measured by each bearing. 4.3. HLMR Bearings.HLMR bearings will be measured by each bearing in a specified load range. 732 434 5. PAYMENT 5.1. Plain and Laminated Elastomeric Bearings.Plain and laminated elastomeric bearings used with precast prestressed concrete or rolled steel members will not be paid for directly but will be subsidiary to the pertinent Items. For plain and laminated elastomeric bearings used with post-tensioned concrete superstructures,and with steel girders when specified as a pay item,the work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for "Elastomeric Bearing"of the type specified.This price is full compensation for materials,including anchor bolts,top plates,steel special components;installation;and tools,equipment,labor,and incidentals. 5.2. Sliding Elastomeric Bearings.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Sliding Elastomeric Bearing"of the type specified.This price is full compensation for the stainless steel faced top(sole)plate,the • PTFE-faced steel plate vulcanized to the top of a laminated elastomeric bearing pad,the steel special components,the anchor bolts required to connect the bearing between superstructure and substructure; installation;and tools,equipment,labor,and incidentals. 5.3. HLMR Bearings.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"HLMR Bearing"of the type specified. This price is full compensation for the stainless steel faced top(sole)plate,the PTFE-faced steel plate attached to the top bearing plate,the polyether urethane disc or elastomer layer,lateral guide components, shear restriction devices or outer cylinder pot,pot bearing seals,the anchor bolts required to connect the bearing to the supporting structure;installation;and tools,equipment,labor,and incidentals. • 733 438 Item 438 Cleaning and Sealing Joints ATrTran don 1. DESCRIPTION Clean and seal joints in new or existing rigid concrete pavements and bridge decks.Resize joints in rigid concrete pavements and approach slabs as shown on the plans. 2. MATERIALS Use sealants of the class specified on the plans that meet the requirements of DMS-6310,"Joint Sealants and Fillers."Use primers recommended by the manufacturer of the sealant if required. Provide backer rods that are circular and are 25%larger than the joint opening.Use backer rods compatible with the sealant that do not react or bond together. 3. EQUIPMENT Use equipment that meets sealant manufacturer's recommendations.Use air compressors equipped with appropriate filters for removing oil and water from the air.Provide concrete saws with sufficient capacity to cut full depth of concrete pavement,approach slabs,and pan girder joints. 4. CONSTRUCTION Submit information from the sealant manufacturer showing recommended equipment and installation procedures before starting work.All equipment and procedures will be subject to approval. If the equipment causes damage to dowels,reinforcing steel,concrete,base,sub-base,or subgrade,repair the damage and change the procedure and equipment to prevent further damage. 4.1. Preparation.Remove all debris,dirt,dust,saw-cuttings,and other foreign material from joint by an approved method.Collect and dispose of all the removed material: Remove existing preformed bituminous fiber board material or other spacer material the full depth of the joint along with all other debris in the joint opening.Resize the joint sealant space by sawing to the width and depth shown on the plans to accommodate the type of sealant specified. Clean debris from the diaphragm windows below the joints on concrete slab and girder bridges. Abrasive blast clean the vertical faces of joints armored with steel to remove all visible rust,paint,mill scale, and other forms of contamination,leaving a white metal appearance.Clean concrete and other surfaces by method approved and in accordance with the manufacturer's specifications before placing sealant.Air blast the joint after cleaning to remove all dust. Saw-cut concrete pavement and concrete approach slab full depth to provide joint opening as shown on the plans and as directed.Clean all debris out of the joint full depth of concrete pavement. 4.2. Sealing.Place the sealant in accordance with the manufacturer's recommended procedures.Apply the primer,when required,at the specified rate and time interval before applying the sealant.Apply the sealant to dry joint surfaces unless otherwise recommended by the sealant manufacturer.Tool any sealant material that is not self-leveling to force the sealant against the joint surfaces. 734 438 • Place approved support spacers into joints as shown on the plans for concrete pavement.Place a backer rod in the joint opening to prevent the sealant from flowing through the joint and to hold the sealant at its required elevation unless directed otherwise.Set the top of the sealant and thickness of sealant as shown on the plans.Do not place sealant in an expansion-type joint if surface temperature is below 55°F or above 90°F. 5. MEASUREMENT • When specified on the plans to be a pay item,this Item will be measured by the foot of sealant placed. 6. PAYMENT Unless otherwise specified on the plans,the work performed and materials furnished as this Item requires will not be paid for directly but will be subsidiary to bid items of the Contract. When shown as a pay item,the work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Cleaning and Sealing Existing Joints,""Cleaning and Sealing Joints"of the,class,if specified,and"Cleaning Existing Joints,"and "Resizing and Sealing Joints."This price is full compensation for furnishing all materials;sawing,routing,and cleaning and installing;disposing of debris;and equipment,labor,tools,and incidentals. 735 440 • Item 440 *.® Reinforcement for Concrete AfT of aon 1. DESCRIPTION Furnish and place reinforcement of the type,size,and details shown on the plans. 2. MATERIALS Use deformed steel bar reinforcement unless otherwise specified or allowed. • 2.1. Approved Mills.Before furnishing steel,producing mills of reinforcing steel for the Department must be pre- approved in accordance with DMS-7320,"Qualification Procedure for Reinforcing Steel Producing-Mills,"by the Construction Division.The Department's MPL has a list of approved producing mills.Reinforcing steel obtained from unapproved sources will not be accepted. Contact the Construction Division with the name and location of the producing mill for stainless reinforcing steel,low carbon/chromium reinforcing steel,or dual-coated reinforcing steel at least 4 weeks before ordering any material. 2.2. Deformed Steel Bar Reinforcement.Provide deformed reinforcing steel conforming to one of the following: • ASTM A615,Grades 60,75,or 80; • ASTM A996,Type A,Grade 60; • ASTM A996,Type R,Grade 60,permitted in concrete pavement only(Furnish ASTM A996,Type R bars as straight bars only and do not bend them.Bend tests are not required.);or • ASTM A706,Grades 60 or 80. Provide the grade of reinforcing steel shown on the plans.Provide Grade 60 if no grade is shown. The nominal size,area,and weight of reinforcing steel bars this Item covers are shown in Table 1. Table 1 Size,Area,and Weight of Reinforcing Steel Bars Bar Size Diameter Area Weight per Foot Number(in.) (in.) (sq.in.) (lbs.) 3 0.375 0.11 0.376 4 0.500 0.20 0.668 5 0.625 0.31 1.043 6 0.750 0.44 1.502 7 0.875 0.60 2.044 8 1.000 0.79 2.670 9 - 1.128 1.00 3.400 10 1.270 1:27 4.303 11 1.410 1.56 5.313 14 1.693 2.25 7.650 18 2.257 4.00 13.60 • 2.3. Smooth Steel Bar Reinforcement.Provide smooth bars for concrete pavement with a yield strength of at least 60 ksi and meeting ASTM A615.Provide steel conforming to ASTM A615 or meet the physical requirements of ASTM A36 for smooth bars that are larger than No.3.Designate smooth bars by size • number up to No.4 and by diameter in inches above No.4. 736 440 2.4. Spiral Reinforcement.Provide bars or wire for spiral reinforcement of the grade and minimum size or gauge shown on the plans. Provide smooth or deformed wire conforming to ASTM A1064.Provide bars conforming to ASTM A615; ASTM A996,Type A;or ASTM A675,Grade 80,meeting dimensional requirements of ASTM A615. 2.5. Weldable Reinforcing Steel. Provide reinforcing steel conforming to ASTM A706 or with a maximum carbon equivalent(C.E.)of 0.55%if welding of reinforcing steel is required or desired.Provide a report showing the percentages of elements necessary to establish C.E.for reinforcing steel that does not meet ASTM A706,in order to be structurally welded.These requirements do not pertain to miscellaneous welds on reinforcing steel as defined in Section 448.4.2.1.1.,'"Miscellaneous Welding Applications." Calculate C.E.using the following formula: %Mn %Cu %Ni %Cr %Mo %V C.E._%C+ + + + — 6 40 20 10 50 10 Do not weld stainless reinforcing steel without permission from the Engineer.Provide stainless reinforcing steel suitable for welding,if required,and submit welding procedures and electrodes to the Engineer for approval. 2.6. Welded Wire Reinforcement.Provide welded wire reinforcement(WWR)conforming to ASTM A1064. Observe the relations shown in Table 2 among size number,diameter in inches,and area when ordering wire by size numbers,unless otherwise specified.Precede the size number for deformed wire with"D"and for smooth wire with"W." Designate WWR as shown in the following example:6 x 12—W16 x W8(indicating 6-in.longitudinal wire spacing and 12-in.transverse wire spacing with smooth No. 16 wire longitudinally and smooth No.8 wire transversely). • • • 737 440 Table 2 Wire Size Number,Diameter,and Area Size Number(in.) Diameter(in.) Area(sq.in.) f 31 0.628 0.310 30 0.618 0.300 28 0.597 0.280 26 0.575 0.260 24 0.553 0.240 22 0.529 0.220 20 0.505 0.200 18 0.479 0.180 16 0.451 0.160 14 0.422 0.140 12 0.391 • 0.120 10 0.357 0.100 8 0.319 0.080 .7 0.299 0.070 6 0.276 0.060 5.5 0.265 0.055 5 0.252 0.050 4.5 0.239 0.045 4 0.226 0.040 3.5 0.211 0.035 2.9 0.192 0.035 2.5 0.178 0.025 2 0.160 0.020 1.4 . 0.134 0.014 1.2 0.124 0.012 0.5 0.080 0.005 Note-Size numbers(in.)are the nominal cross-sectional area of the wire in hundredths of a square inch.Fractional sizes between the sizes listed above are also available and acceptable for use. 2.7. Epoxy Coating.Provide epoxy coated reinforcing steel as shown on the plans.Before furnishing epoxy coated reinforcing steel,an epoxy applicator must be pre-approved in accordance with DMS-7330, "Qualification Procedure for Reinforcing Steel Epoxy Coating Applicators."The Department's MPL has a list of approved applicators. Furnish coated reinforcing steel meeting the requirements in Table 3. Table 3 Epoxy Coating Requirements for Reinforcing Steel Material Specification Bar ASTM A775 or A934 Wire or WWR ASTM A884 Class A or B Mechanical couplers As shown on the plans Hardware As shown on the plans Use epoxy coating material and coating repair material that complies with DMS-8130,"Epoxy Powder Coating for Reinforcing Steel."Patch no more than 1/4-in.total length in any foot at the applicator's plant. Maintain identification of all reinforcing steel throughout the coating and fabrication process and until delivery to the project site. Furnish 1 copy of a written certification verifying the coated reinforcing steel meets the requirements of this Item and 1 copy of the manufacturer's control tests. 2.8. Mechanical Couplers.Use couplers of the type specified in DMS-4510,"Mechanical Couplers for Reinforcing Steel,"Article 4510.5.A,"General Requirements"when mechanical splices in reinforcing steel bars are shown on the plans. 738 440 Furnish only couplers pre-qualified in accordance with DMS-4510,"Mechanical Couplers for Reinforcing Steel."Ensure sleeve-wedge type couplers are not used on coated reinforcing.Sample and test couplers for use on individual projects in accordance with DMS-4510,"Mechanical Couplers for Reinforcing Steel." Furnish couplers only at locations shown on the plans. Furnish couplers for stainless reinforcing steel with the same alloy designation as the reinforcing steel. 2.9. Fibers.Supply fibers conforming to DMS-4550"Fibers for Concrete"at the minimum dosage listed in the Department's MPL,when allowed by the plans.Use non-metallic fibers when shown on the plans. 2.10. Stainless Reinforcing Steel.Provide deformed steel bars of the types listed in Table 4 and conforming to ASTM A955,Grade 60 or higher when stainless reinforcing steel is required on the plans. Table 4 Acceptable Types of Deformed Stainless Steel Bar UNS Designation S31653 S31803 S24100 S32304 AISI Type 316LN 2205 XM-28 2304 2.11. Low Carbon/Chromium Reinforcing Steel.Provide deformed steel bars conforming to ASTM A1035, Grade 100 when low carbonlchromium reinforcing steel is required on the plans. 2.12. Dual-Coated Reinforcing Steel.Provide deformed bars conforming to ASTM A1055,Grade 60 or higher when dual-coated reinforcing steel is required on the plans. 2.13. Glass Fiber Reinforced Polymer Bars(GFRP).Provide bars conforming to the AASHTO LRFD Bridge Design Guide Specifications for GFRP-Reinforced Concrete Bridge Decks and Traffic Railings,Section 4, "Material Specifications"when GFRP bars are required on the plans.Provide sample certification demonstrating the GFRP bar supplier has produced bar that meets the Material Specifications 2 mo.before fabrication.Furnish certification upon shipment that the GFRP bar supplied meets the Material Specifications. - 3. CONSTRUCTION 3.1. Bending.Fabricate reinforcing steel bars as prescribed in the CRSI Manual of Standard Practice to the shapes and dimensions,shown on the plans.Fabricate in the shop if possible.Field-fabricate,if permitted, using a method approved by the Engineer.Replace improperly fabricated,damaged,or broken bars at no additional expense to the Department.Repair damaged or broken bars embedded in a previous concrete placement using a method approved by the Engineer. Unless otherwise shown on the plans,the inside diameter of bar bends,in terms of the nominal bar diameter (d),must be as shown in Table 5. Table 5 Minimum Inside Diameter of Bar Bends Bend Bar Size Number(in.) Pin Diameter Bends of 90°and greater in stirrups,ties, 3,4,5 4d and other secondary bars that enclose 6,7,8 6d another bar in the bend Bends in main bars and in secondary 3 through 8 6d bars not covered above 9,10,11 8d 14,18 10d Bend-test representative specimens as described for smaller bars in the applicable ASTM specification where bending No. 14 or No. 18 Grade 60 bars is required.Make the required 90°bend around a pin with a diameter of 10 times the nominal diameter of the bar. . Bend stainless reinforcing steel in accordance with ASTM A955. 3.2. Tolerances.Fabrication tolerances for bars are shown in Figure 1. 739 440 +1„ ±2" From end of bar to any bend • \� ±1/2" +0, -1/4" if 6" or less +0, -1/2." if over 6" ±1/2" .21/2„ N. +1 Spiral or Stirrup or Tie Circular. Tie Figure 1 Fabrication Tolerances for Bars 3.3. Storage.Store reinforcement above the ground on platforms,skids,or other supports,and protect it from damage and deterioration.Ensure reinforcement is free from dirt,paint,grease,oil,and other foreign materials when it is placed in the work.Use reinforcement free from defects such as cracks and delaminations.Rust,surface seams,surface irregularities,or mill scale will not be cause for rejection if the minimum cross-sectional area of a hand wire-brushed specimen meets the requirements for the size of steel specified. Do not allow stainless reinforcing steel to be in direct contact with uncoated reinforcing steel,nor with galvanized reinforcing steel.This does not apply to stainless steel wires and ties.Store stainless reinforcing steel separately,off the ground on wooden supports. 3.4. Splices.Lap-splice,weld-splice,or mechanically splice bars as shown on the plans.Additional splices not shown on the plans will require approval.Splices not shown on the plans will be permitted in slabs no more than 1.5 in.in thickness,columns,walls,and parapets. • Do not splice bars less than 30 ft.in plan length unless otherwise approved.For bars exceeding 30 ft.in plan length,the distance center-to-center of splices must be at least 30 ft.minus 1 splice length,with no more than 1 individual bar length less than 10 ft.Make lap splices not shown on the plans,but otherwise t,. - • 740 1 440 permitted,in accordance with Table 6.Maintain the specified concrete cover and spacing at splices,and place the lap-spliced bars in contact,securely tied together. Table 6 Minimum Lap Requirements for Steel Bar Sizes through No.11 Bar Size Number(in.) Uncoated Lap Length Coated Lap Length 3 1 ft.4in. 2 ft.0in. 4 1 ft.9in. 2 ft.8in. 5 2ft.2in. 3ft.3in. 6 2-ft.7 in. 3 ft.11 in. 7 3 ft.5 in. 5 ft.2 in. 8 4 ft.'6 in. 6 ft.9 in. 9 5 ft.8in. 8 ft.6in. 10 7ft.3in. 10 ft.11in. 11 8 ft.11 in. 13 ft.5 in. • Do not lap No. 14 or No.18 bars. • Lap spiral steel at least 1 turn. • Splice WWR using a lap length that includes the overlap of at least 2 cross wires plus 2 in.on each sheet or roll.Splices using bars that develop equivalent strength and are lapped in accordance with Table 6 are permitted. • Lap the existing longitudinal bars with the new bars as shown in Table 6 for box culvert extensions with less than 1 ft.of fill.Lap at least 1 ft.0 in.for extensions with more than 1 ft.of fill. • Ensure welded splices conform to the requirements of the plans and of Item 448,"Structural Field Welding."Field-prepare ends of reinforcing bars if they will be butt-welded.Delivered bars must be long enough to permit weld preparation. • Install mechanical coupling devices in accordance with the manufacturer's recommendations at locations shown on the plans.Protect threaded male or female connections,and ensure.the threaded connections are clean when making the connection.Do not repair damaged threads. • Mechanical coupler alternate equivalent strength arrangements,to be accomplished by substituting larger bar sizes or more bars,will be considered if approved in writing before fabrication of the systems. 3.5. Placing.Place reinforcement as near as possible to the position shown on the plans.Do not vary bars from plan placement by more than 1/12 of the spacing between bars in the plane of the bar parallel to the nearest surface of concrete.Do not vary bars from plan placement by more than 1/4 in in the plane of the bar perpendicular to the nearest surface of concrete.Provide a minimum 1-in.clear cover of concrete to the nearest surface of bar unless otherwise shown on the plans. For bridge slabs,the clear cover tolerance for the top mat of reinforcement is-0,+1/2 in. Locate the reinforcement accurately in the forms,and hold it firmly in place before and during concrete placement by means of bar supports that are adequate in strength and number to prevent displacement and keep the reinforcement at the proper distance from the forms.Provide bar supports in accordance with the CRSI Manual of Standard Practice.Use Class 1 supports,approved plastic bar supports,precast mortar,or • concrete blocks when supports are in contact with removable or stay-in-place forms.Use Class 3 supports in slab overlays on concrete panels or on existing concrete slabs.Bar supports in contact with soil or subgrade must be approved. Use Class 1A supports with epoxy coated reinforcing steel.Provide epoxy or plastic coated tie wires and clips for use with epoxy coated reinforcing steel. Use mortar or concrete with a minimum compressive strength of 5,000 psi for precast bar supports.Provide a suitable tie wire in each block for anchoring to the bar. Place individual bar supports in rows at 4-ft.maximum spacing in each direction.Place continuous type bar supports at 4-ft.maximum spacing.Use continuous bar supports with permanent metal deck forms. 741 440 • The exposure of the ends of longitudinals,stirrups,and spacers used to position the reinforcement in concrete pipe and storm drains is not cause for rejection. Tie reinforcement for bridge slabs and top slabs of direct traffic culverts at all intersections,except tie only alternate intersections where spacing is less than 1 ft.in each direction.Tie the bars at enough intersections to provide a rigid cage of reinforcement for reinforcement cages for other structural members.Fasten mats of WWR securely at the ends and edges. Clean mortar,mud,dirt,debris,oil,and other foreign material from the reinforcement before concrete placement.Do not place concrete until authorized. Stop placement until corrective measures are taken if reinforcement is not adequately supported or tied to resist settlement,reinforcement is floating upward,truss bars are overturning,or movement is detected in any direction during concrete placement. 3.6. Handling,Placing,arid Repairing Epoxy Coated Reinforcing Steel. 3.6.1. Handling.Provide systems for handling coated reinforcing steel with padded contact areas.Pad bundling bands or use suitable banding to prevent damage to the coating.Lift bundles of coated reinforcement with a strongback,spreader bar,multiple supports,or a platform bridge.Transport the bundled reinforcement carefully,and store it on protective.cribbing.Do not drop or drag the coated reinforcement. 3.6.2. Placing.Do not flame-cut coated reinforcement.Saw or shear-cut only when approved.Coat cut ends as specified in Section 440.3.6.3.,"Repairing Coating." Do not weld or mechanically couple coated reinforcing steel except where specifically shown on the plans. Remove the epoxy coating at least 6 in.beyond the weld limits before welding and 2 in.beyond the limits of the coupler before assembly.Clean the steel of oil,grease,moisture,dirt,welding contamination(slag or acid residue),and rust to a near-white finish after welding or coupling.Check the existing epoxy for damage. Remove any damaged or loose epoxy back to sound epoxy coating. Coat the splice area after cleaning with epoxy repair material to a thickness of 7 to 17 mils after curing.Apply a second application of repair material to the bar and coupler interface to ensure complete sealing of the joint. 3.6.3. Repairing.Coating.Use material that complies with the requirements of this Item and ASTM D3963 for repairing of the coating.Make repairs in accordance with procedures recommended by the manufacturer of the epoxy poating powder.Apply at least the same`coating thickness as required for the original coating for areas to be patched.Repair all visible damage to the coating. Repair sawed and sheared ends,cuts,breaks,and other damage promptly before additional oxidation occurs.Clean areas to be repaired to ensure they are free from surface contaminants.Make repairs in the shop or field as required. 3.7. Handling and Placing Stainless Reinforcing Steel.Handle,cut,and place stainless reinforcing steel bar using tools that are not used on carbon steel.Do not use carbon steel tools,chains,slings,etc.when handling stainless steel.Use only nylon or polypropylene slings.Cut stainless steel reinforcing using shears, saws,abrasive cutoff wheels,or torches.Remove any thermal oxidation using pickling paste.Do not field bend stainless steel reinforcing without approval. Use 16 gauge fully annealed stainless steel tie wire conforming to the material properties listed in Section 440.2.10.,"Stainless Reinforcing Steel."Support all stainless reinforcing steel on solid plastic, stainless steel,or epoxy coated steel chairs.Do not use uncoated carbon steel chairs in contact with stainless reinforcing steel. 742 440 3.8. Bending,Handling,Repairing,and Placing GFRP Bars.Fabricate,handle,repair,and place GFRP bars . in accordance with the AASHTO LRFD Bridge Design Guide Specifications for GFRP-Reinforced Concrete Bridge Decks and Traffic Railings,Section 5,Construction Specifications. 4. MEASUREMENT AND PAYMENT The work performed,materials'furnished,equipment,labor,tools,and incidentals will not be measured or paid for directly but will be considered subsidiary to pertinent Items. • • v . • 743 450 Item 450 • = Railing Texas Ilion 1. DESCRIPTION Construct railing of concrete,steel,aluminum,or a combination of these materials,including necessary anchorage for the railing on bridges,culverts,walls,or other structures as shown on the plans. 2. MATERIALS Use materials that conform to requirements of the following Items. i Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcement for Concrete" • Item 441,"Steel Structures" • Item 442,"Metal for Structures" • Item 445,"Galvanizing" • Item 540,"Metal Beam Guard Fence" Provide an approved Type Ill,Class C epoxy or an epoxy of the type and class stated on the plans where epoxy anchors are allowed or required for installing drilled and epoxied rail anchorage reinforcement or rail anchor bolts in accordance with DMS-6100,"Epoxies and Adhesives."Use other materials if shown on the plans.Provide only dual cartridge epoxy systems mixed with a static mixing nozzle supplied by the epoxy adhesive manufacturer and dispensed with a tool supplied by the epoxy adhesive manufacturer.Do not use bulk epoxies.Drill and install anchorage reinforcement or anchor bolts to the embedment depth shown on the plans or the depth the manufacturer recommends,whichever is deeper.No additional payment will be made for providing embedment deeper than shown on the plans.Select an embedment depth capable of developing the yield strength of the steel anchor based on the product literature for the epoxy and steel anchor being used if no resistance or embedment depth is specified on the plans.Use 60 ksi as the yield strength for reinforcing steel. 3. CONSTRUCTION Construct railing in accordance with details,alignment,and grade designated on the plans.Do not place railing until falsework or formwork,if any,for the span has been released unless otherwise directed.Adhere to the schedule restrictions for Placing Bridge Rails and Opening to Construction Traffic in Item 422, "Concrete Superstructures."Notify the Engineer after completion of the following steps and obtain approval of work before proceeding to the next step:placing rail reinforcement and pre-pour clear cover checks. Ensure expansion joints in the railing will function properly before placing concrete. Furnish either steel or aluminum,but not both,for the entire Contract if the plans allow either steel or aluminum options for a particular railing type. Install epoxy adhesive anchorages.in accordance with the manufacturer's instructions including hole size, drilling equipment and method,hole cleaning equipment and method,mixing and dispensing epoxy,and anchor insertion.Do not alter the manufacturer's mixing nozzle or dispenser.Anchorage bars or bolts must • be clean and free of grease,oil,or any other foreign material.Demonstrate hole cleaning method to the Engineer for approval and continue the approved process for all anchorage locations.Do not weld to an anchor bar or anchor bolt that is anchored with epoxy adhesive.Do not expose rail to traffic until epoxy adhesive has obtained full cure in accordance with manufacturer's specifications. 744 450 3.1. Metal Railing. 3.1.1. General.Furnish metal beam rail elements in accordance with Item 540,."Metal Beam Guard Fence." Fabricate and erect metal railing according to the pertinent provisions of Item 441,"Steel Structures,"and the requirements of this Item. Prepare and submit for approval the required shop or erection drawings in accordance with Item 441,"Steel Structures,"when the plans require.Show all splice locations and details on the shop or erection drawings. Splice members only as provided on the plans. Field-weld when required in accordance with Item 448,"Structural Field Welding." 3.1.2. Fabrication.Fabricate metal railing and post panels in sections conforming to the details shown on the plans and field-verified lines and grades.Fabricate adjacent sections so they will accurately engage each other in the field.Match-mark each pair of sections so they can be erected in the same position they were fabricated. Fabricate metal rail elements included as part of the railing system to the dimensions and cross-sections shown on the plans and within a tolerance of 1/4 in.per 10 feet in the straightness of either edge.Joint and connect metal rail elements to the rail posts as shown on the plans,lapping metal rail elements in the direction of traffic in the adjacent lane.Bolts and nuts for metal railing should meet requirements of ASTM A307 and be galvanized in accordance with Item 445,"Galvanizing,"unless otherwise shown on the plans. Fabricate aluminum in accordance with AWS D1.2. Heat aluminum materials other than castings to a temperature up to 400°F for no more than 30 min.to facilitate bending or straightening. 3.1.3. Castings.Provide permanent mold castings of the materials specified that are true to pattern in form and dimensions and of uniform quality and condition.Castings must be free from cracks and defects such as blowholes,porosity,hard-spots,or shrinkage that could affect their suitability for use.Repair minor defects in aluminum castings by an approved inert gas-welding process.Ensure finished castings are free of burrs,fins, discoloration,and mold marks and that they have a uniform appearance and texture. Produce castings under radiographic control sufficient to establish and verify a product free from harmful internal defects.Heat-treat the entire lot of castings to the specified temper when required. Permanently mark the heat or lot number on the web or top of the base of all castings.Furnish mill test reports showing the heat or lot number,chemical composition,tensile strength,elongation,and number of pieces for each casting heat or lot.For aluminum castings,a heat or lot should consist of at least 1,000 lb.of trimmed castings when produced from batch type furnaces,or 2,000 lb.when produced from a continuous furnace during a period of no more than 8 consecutive hours.Furnish the entire number of acceptable posts cast from each heat or lot except when a portion is required to complete a project. 3.1.4. Corrosion Protection.Galvanize all portions of steel railing after fabrication in accordance with Item 445, "Galvanizing,"unless otherwise noted on the plans.Apply appearance coat to galvanized surface in accordance with Item 445,"Galvanizing,"when shown on the plans.When painting is specified in place of galvanizing,shop paint steel in accordance with Item 441,"Steel Structures."Repair any damage to galvanized or painted surfaces after erection in accordance with Items 445,"Galvanizing,"and Item 446, "Field Cleaning and Painting Steel,"respectively. Before final acceptance,clean surfaces of aluminum and galvanized steel railing not shown to be painted to remove extrusion marks,grease,dirt,and all other surface contaminants. 745 450 3.1.5. Storage.Store railing materials above the ground on platforms,skids,or other supports,and keep them free from grease,dirt,and contact with dissimilar metals.Avoid scratching,marring,denting,discoloring,or otherwise damaging the railing. 3.2. Concrete Railing.Provide concrete portions of railing in accordance with the requirements of Item 420, "Concrete Substructures,"and Item 422,"Concrete Superstructures."Construct forms so the railing line and grade can be checked after the concrete has been placed but before initial set.Do not disturb the form alignment during finish floating of the railing tops.Exercise particular care in other construction to avoid disturbing or vibrating the span with the newly placed railing. Provide precast members conforming to Item 424,"Precast Concrete Structural Members(Fabrication)." Slipform construction of railing is permitted unless otherwise shown on the plans.Demonstrate slipforming method showing line and grade of concrete surfaces can be consistently obtained and clear cover outside reinforcing steel be maintained at all times.Stop slipforming railing if specified concrete clear cover is not obtained or appearance of rail is off line and grade. Do not slipform railing with cast-in-place anchor bolts unless noted otherwise. Provide additional reinforcing as needed to prevent movement of the reinforcement cage.Clear cover and epoxy coating requirements for additional reinforcement are the same as shown for the rail reinforcement. The rail reinforcing cage may be tack welded to the rail anchorage reinforcement provided the rail and anchorage reinforcement are not epoxy coated and weld locations measured along the rail are no closer than 3 ft.Tie all bar intersections if epoxy coated reinforcement is required for the railing proposed to be slipformed.Provide a wire line to maintain vertical and horizontal alignment of the slipform machine.Attach a grade line gauge or pointer to the machine so a continuous comparison can be made between the rail being placed and the established grade line.Rails or supports at the required grade are allowed instead of sensor controls.Make one or more passes with the slipform over the rail segment to ensure proper operation and maintenance of grades and clearances before placing concrete.Provide slipformed rail within a vertical and horizontal alignment tolerance of±1/4 in.per 10 feet.Construct rail with a smooth and uniform appearance. Consolidate concrete so it is free of honeycomb.Provide concrete with a consistency that will maintain the shape of the rail without support.Minimize starting and stopping of the slipform operation by ensuring a continuous supply of concrete. Do not exceed the manufacturer's recommended speed for the slipform machine.Stop slipforming and take remedial action if slipforming causes movement of the reinforcement such that plan clearances are not achieved.Remove and replace unsatisfactory slipformed rail at the Contractor's expense. 3.3. Tests.The Engineer will sample cast aluminum posts for testing in accordance with Tex-731-I to verify the material requirements of Item 442,"Metal for Structures."Metal beam rail elements may be sampled in accordance with Tex-713-I.The Engineer may sample bolts and nuts in accordance with Tex-708-I for • galvanized coating testing. The Engineer will select 3 anchor bars or bolts from the first day's production to be tested after the epoxy has cured.Test the bars or bolts in the presence of the Engineer in accordance with ASTM E1512,using a restrained test,to evaluate the epoxy adhesive's bond strength.Verify the anchor bars or bolts develop the required pullout resistance on the plans or 75%of the yield strength of the bars or bolts,whichever is less, without a bond failure of the epoxy.The Engineer may require additional tests during production.Perform corrective measures to provide adequate capacity if any of the tests do not meet the required test load. Repair damage from testing. 4. MEASUREMENT • This Item will be measured by the foot. • 746 450 This is a plans quantity measurement Item.The quantity to be paid for is the quantity shown in the proposal except as modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Railing"of the type specified.This price will be full compensation for furnishing,preparing,and placing concrete,expansion joint material,reinforcing steel, structural steel,aluminum,cast steel,pipe,anchor bolts or bars,testing.of epoxy anchors,and all other materials required in the finished railing;removal and disposal of salvageable materials;and hardware,paint and painting of metal railing,galvanizing,equipment,labor,tools,and incidentals. • • 747 462 Item 462 Concrete Box Culverts and Drains o,T Edon 1. DESCRIPTION Furnish,construct,and install concrete box culverts and drains. 2. MATERIALS 2.1. General.Furnish materials in accordance with the following. • Item 420,"Concrete Substructures" • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcement for Concrete" • Item 464,"Reinforced Concrete Pipe" Provide cast-in-place or precast,formed or machine-made,box culverts,and drains.Use Class S concrete for top slabs of cast-in-place concrete culverts for culverts with overlay,a 1-to 2-course surface treatment or a top slab that is the final riding surface unless otherwise shown on the plans.Use Class C concrete for the rest of the culvert and for all other cast-in-place boxes.Culverts with fill do not require Class S concrete. Furnish material for machine-made precast boxes in accordance with DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification." 2.2. Fabrication. 2.2.1. Cast-in-Place.Meet Item 420,"Concrete Substructures"and Item 422,"Concrete Superstructures." 2.2.2. Formed Precast.Meet Item 424,"Precast Concrete Structural Members(Fabrication)." 2.2.3. Machine-Made Precast.Machine-made precast box culvert fabrication plants must be approved in accordance with DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification."The Department's MPL shows approved machine-made precast box culvert plants.Fabricate machine-made precast boxes in accordance with DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification." 2.3. Testing. 2.3.1. Cast-in-Place.Provide test specimens that meet Item 421,"Hydraulic Cement Concrete." 2.3.2. Formed Precast.Make,cure,and test compressive test specimens in accordance with Tex-704-I. 2.3.3. Machine-Made Precast.Make,cure,and test compressive test specimens in accordance with DMS-7310, "Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification." 2.3.4. Testing Equipment.The producer must furnish all equipment required for testing concrete for boxes produced in a precasting plant. 2.4. Lifting Holes.Provide no more than 4 lifting holes in each section for precast boxes.Lifting holes may be cast,cut into fresh concrete after form removal,or drilled.Provide lifting holes large enough for adequate 748 462 lifting devices based on the size and weight of the box section. Use lifting holes no larger than 3 in.in diameter.Cut no more than 5 in.in any direction of reinforcement per layer for lifting holes. 2.5. Marking.Mark precast boxes with the following: • name or trademark of fabricator and plant location; ▪ ASTM designation; • date of manufacture; • box size; • minimum and maximum fill heights; • designated fabricator's approval stamp; • boxes to be used for jacking and boring(when applicable); • designation"SR"for boxes meeting sulfate-resistant concrete plan requirements(when applicable);and • match-marks for proper installation,when required under Section 462.2.6.,"Tolerances." Mark 1 end of each box section,for boxes without lifting holes,on the inside and outside walls to indicate the top or bottom as it will be installed. Indent markings into the box section or paint them on each box with waterproof paint. 2.6. Tolerances.Ensure precast sections meet the permissible variations listed in ASTM C1577 and that the sides of a section at each end do not vary from being perpendicular to the top and bottom by more than 1/2 in.when measured diagonally between opposite interior corners. Ensure wall and slab thicknesses are not less than shown on the plans except for occasional deficiencies not greater than 3/16 in.or 5%,whichever is greater.If proper jointing is not affected,thicknesses in excess of plan requirements are acceptable. Deviations from the above tolerances will be acceptable if the sections can be fitted at the plant or jobsite and the joint opening at any point does not exceed 1 in.Use match-marks for proper installation on sections that have been accepted in this manner. 2.6.1. Boxes for Jacking Operations. Use boxes for jacking operations(as defined in Item 476,"Jacking,Boring, or Tunneling Pipe or Box,")meeting the following additional requirements: • The box ends must be square such that no point deviates more than 3/8 in.from a plane placed on the end of the box that is perpendicular to the box sides,and • The slab and wall thicknesses must not be less than specified on the plans and must not exceed the specified thickness by more than 1/2 in. 2.7. _ Defects and Repair.Fine cracks on the surface of the member that do not extend to the plane of the nearest reinforcement are acceptable unless the cracks are numerous and extensive.Repair cracks that extend into the plane of the reinforcing steel in an approved manner.Excessive damage,honeycomb,or cracking will be subject to structural review.The Engineer may accept boxes with repairs that are sound,properly finished, and cured in conformance with pertinent specifications.Discontinue further production of precast sections when fine cracks on the surface indicate poor curing practices until corrections are made and proper curing is provided. Repair machine-made precast boxes in accordance with DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification." 2.8. Storage and Shipment.Store precast sections on a level surface.Do not place any load on the sections until design strength is reached and curing is complete.Shipment of sections is permissible when the design strength and curing requirements have been met. • 749 462 Store and ship machine-made precast boxes in accordance with DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification." 3. CONSTRUCTION 3.1. Excavation,Shaping,Bedding,and Backfill.Excavate,shape,bed,and backfill in accordance with Item 400,"Excavation and Backfill for Structures,"except where jacking,boring,or tunneling methods are shown on the plans or permitted.Jack,bore,or tunnel in accordance with Item 476,"Jacking,Boring,or Tunneling.Pipe or Box."Immediate backfilling is permitted for all box structures where joints consist of materials other than mortar.Take precautions in placing and compacting the backfill to avoid any movement of the boxes or damage to the joints.Remove and replace boxes damaged by the Contractor at no expense to the Department. 3.2. Placement of Boxes.Place the box sections in conformance with the plans or as directed when precast boxes are used to form multiple barrel structures.Place material to be used between barrels as shown on the plans or as directed.Start the laying of boxes on the bedding at the outlet end and proceed toward the inlet end with the abutting sections properly matched unless otherwise authorized.Fit,match,and lay the boxes to form a smooth,uniform conduit true to the established lines and grades.Lower the box sections into the trench,for trench installations,without damaging the box or disturbing the bedding and the sides of the trench.Carefully clean the ends of the box before it is placed.Prevent the earth or bedding material from entering the box as it is laid.Remove and re-lay,without extra compensation,boxes that are not in alignment or show excessive settlement after laying.Form and place cast-in-place boxes in accordance with Item 420, "Concrete Substructures." 3.3. Jointing.Use any of the jointing materials in accordance with the joint requirements specified in Item 464,"Reinforced Concrete Pipe,"unless otherwise shown on the plans.Box joints for rubber gasketed material may be substituted for tongue and groove joints,provided they meet the requirements of ASTM C1677 for design of the joints and permissible variations in dimensions.' 3.4. Connections and Stub Ends.Make connections of boxes to existing boxes,pipes,drains,or drain appurtenances as shown on the plans.Mortar or concrete the bottom of existing structures if necessary to eliminate any drainage pockets created by the connections.Connect boxes to any required headwalls, wingwalls,safety end treatments or riprap,or other structures as shown on the plans or as directed.Repair any damage to the existing structure resulting from making the connections.Finish stub ends for connections to future work not shown on the plans by installing watertight plugs into the free end of the box. Fill lifting holes with mortar or concrete and cure for precast boxes.Precast concrete or mortar plugs may be used. 3.5. Extending.Break back and extend existing culverts in accordance with Section 420.4.8"Extending Existing Substructures"and Section 422.4.5"Extending Existing Slabs",as applicable. 4. MEASUREMENT This Item will be measured by the foot.Measurement will be made between the ends of the culvert or drain along the flow line,not including safety end treatments.Safety end treatments will be measured in accordance with Item 467,"Safety End Treatment."Measurement of spurs,branches,or new connection box section will be made from the intersection of the flow line with the outside surface of the structure into which it connects.Where inlets,headwalls,wingwalls,catch basins,manholes,junction chambers,or other structures are included in lines of culverts or drains,the length of box section tying into the structure wall will be included for measurement,but no other portion of the structure length or width will be included. The measured length of multiple barrel structures will be the sum of the lengths of the barrels. 750 462 This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. , 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Concrete Box Culvert"of the size specified.This price is full compensation for constructing,furnishing,and transporting sections;preparation and shaping of the • bed;backfill material between box sections;jointing of sections;jointing material;cutting of sections on skew or slope;connections to new or existing structures;breaking back,removing and disposing of portions of the existing structure and replacing portions of the existing structure as required to make connections;concrete and reinforcing steel;and equipment,labor,materials,tools,and incidentals. Protection methods for excavations greater than 5 ft.deep will be measured and paid for as required under Item 402,'Trench Excavation Protection,"or Item 403,'Temporary Special Shoring."Excavation,shaping, bedding,and backfill will be paid for in accordance with Item 400,"Excavation and Backfill for Structures." When jacking,boring,or tunneling is used at the Contractor's option,payment will be made under this Item. When jacking,boring,or tunneling is required,payment will be made under Item 476,"Jacking,Boring,*or Tunneling Pipe or Box." • • • 751 464 Item 464 Reinforced Concrete Pipe Texas o,71wrisportation 1. DESCRIPTION Furnish and install reinforced concrete pipe,materials for precast concrete pipe culverts,or precast concrete storm drain mains,laterals,stubs,and inlet leads. 2. MATERIALS 2.1. Fabrication.Fabrication plants must be approved by the Construction Division in accordance with DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant,Qualification,"before furnishing precast reinforced concrete pipe for Department projects.The Department's MPL has a list of approved reinforced concrete pipe plants. Furnish material and fabricate reinforced concrete pipe in accordance with DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification." 2.2. Design. 2.2.1. General.The class and D-load equivalents are shown in Table 1. Furnish arch pipe in accordance with ASTM C506 and the dimensions shown in Table 2.Furnish horizontal elliptical pipe in accordance with ASTM C507 and the dimensions shown in Table 3.For arch pipe and horizontal elliptical pipe the minimum height of cover required is 1 ft. Table 1 Circular Pipe ASTM C76&ASTM C655 Class D-Load I 800 II 1,000 III 1,350 IV 2,000 V 3,000 Table 2 Arch Pipe Design Equivalent Rise Span Size Diameter(in.) (in.) (in.) 1 18 13-1/2 22 2 21 15-1/2 26 3 24 18 28-1/2 4 30 22-1/2 36-1/4 5 36 26-5/8 43-3/4 6 42 31-5/16 51-1/8 7 48 36 58-1/2 8 54 40 65 9 60 , 45 73 10 72 54 88 752 464 Table 3 Horizontal Elliptical Pipe Design Equivalent Rise Span Size Diameter(in.) (in.), (in.) 1 18 14 23 2 24 19 30 3 27 22 34 4 30 24 38 5 33 27 42 6 36 29 45 7 39 32 49 8 42 34 53 9 48 38 60 10 54 43 68 2.2.2. Jacking,Boring,or Tunneling.Design pipe for jacking,boring,or tunneling considering the specific installation conditions such as the soil conditions,installation methods,anticipated deflection angles,and jacking stresses. Provide design notes and drawings signed and sealed by a Texas licensed professional engineer when requested. 2.3. Marking.Furnish each section of reinforced concrete pipe marked with the following information specified in DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification." • class or D-load of pipe, • ASTM designation, in date of manufacture, • pipe size, • name or trademark of fabricator and plant location, designated fabricator's approval stamp, • pipe to be used for jacking and boring(when applicable),and • designation"SR"for pipe meeting sulfate-resistant concrete plan requirements(when applicable). Clearly mark 1 end of each section during the process of manufacture or immediately thereafter for pipe with elliptical reinforcement.Mark the pipe on the inside and outside of opposite walls to show the location of the top or bottom of the pipe as it should be installed unless the external shape of the pipe is such that the correct position of the top and bottom is obvious.Mark the pipe section by indenting or painting with waterproof paint. 2.4. Inspection.Provide access for inspection of the finished pipe at the project site before and during installation. 2.5. Causes for Rejection.Individual section of pipe may be rejected for any of the conditions stated in the Annex of DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification." 2.6. Repairs.Make repairs if necessary as stated in the Annex of DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification." 2.7. Jointing Materials. Use any of the following materials for the making of joints unless otherwise shown on the plans.Furnish a manufacturer's certificate of compliance for all jointing materials except mortar. 2.7.1. Mortar.Provide mortar for joints that meets the requirements of Section 464.3.3.,"Jointing." 2.7.2. Cold-Applied,Plastic Asphalt Sewer Joint Compound.Provide a material that consists of natural or processed asphalt base,suitable volatile solvents,and inert filler.Ensure the consistency is such that the ends of the pipe can be coated with a layer of the compound up to 1/2 in.thick by means of a trowel.Provide 753 464 a joint compound that cures to a firm,stiff plastic condition after application.Provide a material of a uniform mixture.Stir any small separation found in the container into a uniform mix before using. Provide a material that meets the requirements of Table 4 when tested in accordance with Tex-526-C. Table 4 Cold-Applied,Plastic Asphalt Sewer Joint Compound Material Requirements Composition Analysis Asphalt base,100%—%volatiles—%ash,%by weight 28-45 Volatiles,212°F evaporation,24 hr.,%by weight 10-26 Mineral matter,determined as ash,%by weight 30-55 Consistency,cone penetration,150 q,5 sec.,77°F 150-275 2.7.3. Rubber Gaskets.Provide gaskets that conform to ASTM C1619 Class A or C.Meet the requirements of ASTM.C443 for design of the pipe joints and permissible variations in dimensions. 2.7.4. Pre-Formed Flexible Joint Sealants.Pre-formed flexible joint sealants may be used for sealing joints of tongue-and-groove concrete pipe.Provide flexible joint sealants that meet the requirements of ASTM C990. Use flexible joint sealants that do not depend on oxidizing,evaporating,or chemical action for its adhesive or cohesive strength.Supply in extruded rope form of suitable cross-section.Provide a size of the pre-formed flexible joint sealant in accordance with the manufacturer's recommendations and large enough to properly seal the joint.Protect flexible joint sealants with a suitable wrapper able to maintain the integrity of the jointing material when the wrapper is removed. 3. CONSTRUCTION _ 3.1. Excavation,Shaping,Bedding,and Backfill.Excavate,shape,bed,and backfill in accordance with Item 400,"Excavation and Backfill for Structures,"except where jacking,boring,or tunneling methods are permitted.Jack,bore,or tunnel the pipe in accordance with Item 476,"Jacking,Boring,or Tunneling Pipe or Box."Immediate backfilling is permitted if joints consist of materials other than mortar.Take special precautions in placing and compacting the backfill to avoid any movement of the pipe or damage to the joints.Do not use heavy earth-moving equipment to haul over the structure until a minimum of 4 ft.of permanent or temporary compacted fill has been placed over the structure unless otherwise shown on the plans or permitted in writing.Remove and replace pipe damaged by the Contractor at no expense to the Department. 3.2. Laying Pipe.Start the laying of pipe on the bedding at the outlet end with the spigot or tongue end pointing downstream,and proceed toward the inlet end with the abutting sections properly matched,true to the established lines and grades unless otherwise authorized.Fit,match,and lay the pipe to form a smooth, uniform conduit.Cut cross trenches in the foundation to allow the barrel of the pipe to rest firmly upon the bedding where bell-and-spigot pipe is used.Cut cross trenches no more than 2 in.larger than the bell ends of the pipe.Lower sections of pipe into the trench without damaging the pipe or disturbing the bedding and the sides of the trench.Carefully clean the ends of the pipe before the pipe is placed.Prevent the earth or bedding material from entering the pipe as it is laid.Lay the pipe in the trench,when elliptical pipe with circular reinforcing or circular pipe with elliptical reinforcing is used,so the markings for the top or bottom are not more than 5°from the vertical plane through the longitudinal axis of the pipe.Remove and re-lay,without extra compensation,pipe that is not in alignment or shows excessive settlement after laying. Lay multiple lines of reinforced concrete pipe with the centerlines of the individual barrels parallel.Use the clear distances between outer surfaces of adjacent pipes shown in Table 5 unless otherwise shown on the plans.Use the equivalent diameter from Table 2 or Table 3 for arch pipe or horizontal elliptical pipe to determine the clear distance requirement in Table 5. 754 464 Table 5 Minimum Clear Distance between Pipes Equivalent Diameter Min Clear Distance 18in. 9in. 24 in. 11 in. 30 in. 1 ft.1 in. 36in. 1 ft.3in. 42 in. 1 ft.5 in. 48 in. 1 ft.7 in. 54 in. 1 ft.11 in. 60to84in. 2ft. 3.3. Jointing.Make available an appropriate rolling device similar to an automobile mechanic's"creeper"for conveyance through small-size pipe structures. 3.3.1. Joints Sealed with Hydraulic Cement Mortar.Use Type S mortar meeting the requirements of ASTM C270.Clean and wet the pipe ends before making the joint.Plaster the lower half of the bell or groove and the upper half of the tongue or spigot with mortar.Pack mortar into the joint from both inside and outside the pipe after the pipes are tightly jointed.Finish the inside smooth and flush with adjacent joints of pipe. Form a bead of semicircular cross-section over tongue-and-groove joints outside the pipe,extending at least 1 in.on each side of the joint.Form the mortar for bell-and-spigot joints to a 45°fillet between the outer edge of the bell and the spigot.Cure mortar joints by keeping the joints wet for at least 48 hr.or until the backfill has been completed,whichever comes first.Place fill or backfill once the mortar jointing material has cured for at least 6 hr.Conduct jointing only when the atmospheric temperature is above 40°F.Protect mortared joints against freezing by backfilling or other approved methods for at least 24 hr. Driveway culverts do not require mortar banding on the outside of the pipe. Furnish pipes,with approval,that are large enough for a person to enter with the groove between 1/2 in.and 3/4 in.longer than the tongue.Such pipe may be laid and backfilled without mortar joints.Clean the space on the interior of the pipe between the end of the tongue and the groove of all foreign material,thoroughly wet and fill with mortar around the entire circumference of the pipe,and finish flush after the backfilling has been completed. 3.3.2. Joints Using Cold-Applied,Plastic Asphalt Sewer Joint Compound.Ensure both ends of the pipes are clean and dry.Trowel or otherwise place a 1/2—in.thick layer of the compound in the groove end of the pipe covering at least 2/3 of the joint face around the entire circumference.Shove home the tongue end of the next pipe with enough pressure to make a tight joint.Remove any excess mastic projecting into the pipe after the joint is made.Backfill after the joint has been inspected and approved. 3.3.3. Joints Using Rubber Gaskets.Make the joint assembly according to the recommendations of the gasket manufacturer.Make joints watertight when using rubber gaskets.Backfill after the joint has been inspected and approved. 3.3.4. Joints-Using Pre-Formed Flexible Joint Sealants. Install pre-formed flexible joint sealants in accordance with the manufacturer's recommendations.Place the joint sealer so no dirt or other deleterious materials come in contact with the joint sealing material.Pull or push home the pipe with enough force to properly seal the joint.Remove any joint material pushed out into the interior of the pipe that would tend to obstruct the flow.Store pre-formed flexible joint sealants in an area warmed naturally or artificially to above 70°F in an approved manner when the atmospheric temperature is below 60°F.Apply flexible joint sealants to pipe joints immediately before placing pipe in trench,and connect pipe to previously laid pipe.Backfill after the joint has been inspected and approved. 3.4. Connections and Stub Ends.Make connections of concrete pipe to existing pipes,pipe storm drains,or storm drain appurtenances as shown on the plans. Mortar or concrete the bottom of existing structures if necessary to eliminate any drainage pockets created by the connections.Repair any damage to the existing structure resulting from making the connections. 755 464 Make connections between concrete pipe and corrugated metal pipe with a suitable concrete collar and a. minimum thickness of 4 in.unless otherwise shown on the plans. Finish stub ends for connections to future work not shown on the plans by installing watertight plugs into the free end of the pipe. Fill lift holes with concrete,mortar,or precast concrete plugs after the pipe is in place. 4. MEASUREMENT This Item will be measured by the foot.Measurement will be made between the ends of the pipe barrel along the flow line,not including safety end treatments.Safety end treatments will be measured in accordance with Item 467,"Safety End Treatment."Pipe that will be jacked,bored,or tunneled will be measured in accordance with Item 476,"Jacking,Boring,or Tunneling Pipe or Box."Measurement of spurs,branches,or new connecting pipe will be made from the intersection of the flow line with the outside surface of the pipe into which it connects.Where inlets,headwalls,catch basins,manholes,junction chambers,or other structures are included in lines of pipe,the length of pipe tying into the structure wall will be included for measurement,but no other portion of the structure length or width will be included. For multiple pipes,the measured length will be the sum of the lengths of the barrels. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Reinforced Concrete Pipe,""Reinforced Concrete Pipe(Arch),"or"Reinforced Concrete Pipe(Elliptical)"of the size and D-load specified or of the size and class specified.This price is full compensation for constructing,furnishing,transporting,placing,and joining pipes;shaping the bed;cutting pipes on skew or slope;connecting to new or existing structures;breaking back,removing,and disposing of portions of the existing structure;replacing portions of the existing structure;cutting pipe ends on skew or slope;and equipment,labor,tools,and incidentals. Protection methods for excavations greater than 5 ft.deep will be measured and paid for as required under Item 402,"Trench Excavation Protection,"or Item 403,'Temporary Special Shoring."Excavation,shaping, bedding,and backfill will be paid for in accordance with Item 400,"Excavation and Backfill for Structures." When jacking,boring,or tunneling is used at the Contractor's option,payment will be made under this Item. When jacking,boring or tunneling is required,payment will be made under Item 476,"Jacking,Boring or Tunneling Pipe or Box." • 756 465 Item 465 ►® Texas Junction Boxes, Manholes, and Inlets o;sportat,on 1. DESCRIPTION Construct junction boxes,manholes,and inlets,complete in place or to the stage detailed,including furnishing and installing frames,grates,rings,and covers. 2. ,MATERIALS Furnish materials in accordance with the following: • Item 420,"Concrete Substructures" • Item 421,"Hydraulic Cement Concrete" ■ . Item 440,"Reinforcement for Concrete" • Item 471,"Frames,Grates,Rings,and Covers" Cast-in-place junction boxes,manholes,inlets,risers,and appurtenances are acceptable unless otherwise shown.Alternate designs for cast-in-place items must be acceptable to the Engineer and must conform to functional dimensions and design loading.Alternate designs must be designed and sealed by a licensed professional engineer. 2.1. Concrete.Furnish Class H concrete as referenced in Item 421 "Hydraulic Cement Concrete,"except that Mix Design Options 1-8 will be allowed for formed precast junction boxes,manholes,and inletsD Furnish concrete per DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert ' Fabrication and Plant Qualification,"for machine-made precast junctions boxes,manholes,and inlets. Furnish Class C concrete for cast-in-place manholes and inlets unless otherwise shown on the plans. 2.2. Mortar.Furnish mortar conforming to DMS-4675,"Cementitious Grouts and Mortars for Miscellaneous Applications." 2.3. Timber.Provide sound timber that is a minimum of 3 in.nominal thickness and reasonably free of knots and warps for temporary covers when used with Stage I construction(see Article 465.3.,"Construction"). 2.4. Other Materials.Use commercial-type hardware as approved. 3. CONSTRUCTION Construct all types of junction boxes,manholes,and inlets either complete or in 2 stages,described as Stage I and Stage II. Construct the Stage I portion of junction boxes,manholes,and inlets as shown on the plans or as specified in this Item.Furnish and install a temporary cover as approved. Furnish and install the storm drain pipe and a temporary plug for the exposed end of the storm drain pipe from the storm drain to a point below the top of curb indicated on the plans for Stage I construction of cast iron or steel inlet units. Construct Stage II after the pavement structure is substantially complete unless otherwise approved. Construct the remaining wall height and top of junction box,manhole,or inlet for Stage II,and furnish and install any frames,grates,rings and covers,curb beams,or collecting basins required. • 757 465 Construct cast-in-place junction boxes,manholes,and inlets in accordance with Item 420,"Concrete Substructures."Forms will be required for all concrete walls.Outside wall forms for cast-in-place concrete may be omitted with approval if the surrounding material can be trimmed to a smooth vertical face. 3.1. Precast Junction Boxes,Manholes,and Inlets.Construct formed precast junction boxes,manholes,and inlets in accordance with Item 420,"Concrete Substructures,"except as otherwise noted in this Item. Construct machine-made precast junction boxes,manholes,and inlets in accordance with ASTM C478 except as otherwise noted in this Item.Mix and place concrete for machine-made junction boxes,manholes, and inlets per the requirements of DMS-7310,"Reinforced Concrete Pipe and Machine-Made Precast Concrete Box Culvert Fabrication and Plant Qualification."Conform to the product permissible variations and rejection criteria stated in ASTM C478 for machine-made precast junction boxes,manholes,and inlets.Cure all precast units in accordance with Item 424,"Precast Concrete Structural Members(Fabrication)." Multi-project fabrication plants(as defined in Item 424"Precast Concrete Structural Members(Fabrication)," that produce manholes and inlets will be approved by the Construction Division in accordance with DMS-7340,"Qualification Procedure for Multi-Project Fabrication Plants of Precast Concrete Manholes and Inlets."The Department's MPL has a list of approved multi-project plants. 3.1.1. Lifting Holes.Provide no more than 4 lifting holes in each section for precast units.Lifting holes may be cast,cut into fresh concrete after form removal,or drilled.Provide lifting holes large enough for adequate lifting devices based on the size and weight of the section.The maximum hole diameter is 3 in.at the inside surface of the wall and 4 in.at the outside surface.Cut no more than 5 in.in any direction of reinforcement per layer for lifting holes.Repair spalled areas around lifting holes. 3.1.2. Marking.Clearly mark each precast junction box,manhole,and inlet unit with the following information: • name or trademark of fabricator and plant location; • product designation; • ASTM designation(if applicable); • date of manufacture; • designated fabricator's approval stamp;and • designation"SR"for product meeting sulfate-resistant concrete plan requirements(when applicable). 3.1.3. Storage and Shipment.Store precast units on a level surface.Do not ship units until design strength requirements have been met. 3.2. Excavation,Shaping,Bedding,and Backfill.Excavate,shape,bed,and backfill in accordance with Item 400,"Excavation and Backfill for Structures."Immediate backfilling"is permitted for all junction box, manhole,and inlet structures where joints consist of rubber boots,rubber gaskets,or bulk or preformed joint sealant.Take precautions in placing and compacting the backfill to avoid any movement of junction boxes, manholes,and inlets.Remove and replace junction boxes,manholes,and inlets damaged by the Contractor at no expense to the Department. 3.3. Junction Boxes,Manholes,and Inlets for Precast Concrete Pipe Storm Drains.Construct junction boxes,manholes,and inlets for precast concrete pipe storm drains before completion of storm drain lines into or through the junction box,manhole,or inlet.Neatly cut all storm drains at the inside face of the walls of the junction box,manhole,or inlet. 3.4. Junction Boxes,Manholes,and Inlets for Box Storm Drains.Place bases or risers of junction boxes, manholes,and inlets for box storm drains before or in conjunction with placement of the storm drain.Backfill the junction box,manhole,or inlet and storm drain as a whole. 3.5. Inverts.Shape and route floor inverts passing out or through the junction box,manhole,or inlet as shown on the plans.Shape by adding and shaping mortar or concrete after the base is placed or by placing the required additional material with the base. 758 465 3.6. Finishing Complete Junction Boxes,Manholes,and Inlets.Complete junction boxes,manholes,and inlets in accordance with the plans.Backfill to original ground elevation in accordance with Item 400, "Excavation and Backfill for Structures." 3.7. Finishing Stage I Construction.Complete Stage I construction by constructing the walls to the elevations shown on the plans and backfilling to required elevations in accordance with Item 400,"Excavation and Backfill for Structures." 3.8. Stage II Construction.Construct subgrade and base course or concrete pavement construction over Stage I junction box,manhole,or inlet construction unless otherwise approved.Excavate to expose the top of Stage I construction and complete the junction box,manhole or inlet in accordance with the plans and these Specifications,including backfill and cleaning of all debris from the bottom of the junction box, manhole,or inlet. 3.9. Inlet Units.Install cast iron or steel inlet units in conjunction with the construction of concrete curb and gutter.Set the inlet units securely in position before placing concrete for curb and gutter.Form openings for the inlets and recesses in curb and gutter as shown on the plans. Place and thoroughly consolidate concrete for curb and gutter adjacent to inlets and around the inlet castings and formed openings and recesses without displacing the inlet units. 4. MEASUREMENT All junction boxes,manholes,and inlets satisfactorily completed in accordance with the plans and specifications will be measured by each junction box,manhole,or inlet,complete,or by each junction box, manhole,or inlet completed to the stage of construction required by the plans. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under Measurement"will be paid for as follows: 5.1. Complete Manholes.Payment for complete manholes will be made at the unit price bid for"Manhole (Complete)"of the type specified. 5.2. Complete Inlets.Payment for inlets will be made at the unit price bid for"Inlet(Complete),"of the type specified. 5.3. Complete Junction Boxes.Payment for junction boxes will be made at the unit price bid for"Junction Box (Complete)"of the type specified. 5.4. Manholes Stage I.Payment for Manholes,Stage I,will be made at the unit price bid for each"Manhole (Stage I)"of the type specified. 5.5. Manholes Stage II.Payment for Manholes,Stage II,will be made at the unit price bid for each"Manhole (Stage II)"of the type specified. 5.6. Inlets Stage I.Payment for Inlets,Stage I,will be made at the unit price bid for each"Inlet(Stage I)"of the type specified. 5.7. Inlets Stage II.Payment for Inlets,Stage II,will be made at the unit price bid for each"Inlet(Stage II)"of the type specified. 5.8. , Junction Boxes Stage I.Payment for Junction Boxes,Stage I,will be made at the unit price bid for each "Junction Box(Stage I)"of the type specified. 759 465 5.9. Junction Boxes Stage II.Payment for Junction Boxes,Stage II,will be made at the unit price bid for each "Junction Box(Stage II)"of the type specified. This price is full compensation for concrete,reinforcing steel,mortar,frames,grates,rings and covers, excavation,and backfill and for all other materials,tools,equipment,labor,and incidentals. 760 466 Item 466 • Headwalls and WingwallsfTeras ,on 1. DESCRIPTION • Furnish,construct,and install concrete headwalls and wingwalls for drainage structures and underpasses. 2. MATERIALS 2.1. General.Furnish materials in accordance with the following. • Item 420,"Concrete Substructures" • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcement for Concrete" Use Class C concrete for cast-in-place and precast concrete units unless otherwise shown on the plans. Furnish cast-in-place or precast headwalls and wingwalls unless otherwise shown on the plans. 2.2. Fabrication. 2.2.1. General.Fabricate cast-in-place concrete units and precast units in accordance with Item 420"Concrete Substructures."Use the following definitions for headwalls and wingwalls: • "Headwalls"refers to all walls,including wings,at the ends of single-barrel and multiple-barrel pipe culvert structures. • 'Wingwalls"refers to all walls at the ends of single-barrel or multiple-barrel box culvert structures. 2.2.2. Lifting Holes.Provide no more than 4 lifting holes in each section for precast units.Lifting holes may be cast,cut into fresh concrete after form removal,or drilled.Provide lifting holes large enough for adequate lifting devices based on the size and weight of the section.The maximum hole diameter is 3 in:at the inside surface of the wall and 4 in.at the outside surface.Cut no more than 1 longitudinal wire or 2 circumferential wires per layer of reinforcing steel when locating lift holes.Repair spalled areas around lifting holes. 2.2.3. Marking.Clearly mark each precast unit before shipment from the casting or fabrication yard with the following: ■ the date of manufacture, . • the name or trademark of the manufacturer,and • the type and size designation. 2.2.4. Storage and Shipment.Store precast units on a level surface.Do not place any loads on precast concrete units until design strength is reached.Do not ship units until design strength requirements have been met. 2.2.5. Causes for Rejection.Precast units may be rejected for not meeting any ore of the specification requirements.Individual units may also be rejected for fractures or cracks passing through the wall or surface defects indicating honeycombed or open texture surfaces.Remove rejected units from the project,and replace them with acceptable units meeting the requirements of this Item. 2.2.6. Defects and Repairs.Occasional imperfections in manufacture or accidental damage sustained during handling may be repaired.The repaired units will be acceptable if they conform to the requirements of this Item and the repairs are sound,properly finished,and cured in conformance with pertinent specifications. • 761 466 3. CONSTRUCTION 3.1. General.Remove portions of existing structures and drill,dowel,and grout in accordance with Item 420, "Concrete Substructures." 3.2. Excavation,Shaping,Bedding,and Backfill.Excavate,shape,bed,and backfill in accordance with Item 400,"Excavation and Backfill for Structures."Take special precautions in placing and compacting the backfill to avoid any movement or damage to the units.Bed precast units on foundations of firm and stable material accurately shaped to conform to the bases of the units. 3.3. Placement of Precast Units.Provide adequate means to lift and place the precast units.Fill lifting holes with mortar or concrete and cure.Precast concrete or mortar plugs may be used. 3.4. Connections.Make connections to new or existing structures in accordance with the details shown on the plans.Furnish jointing material in accordance with Item 464,"Reinforced Concrete Pipe,"or as shown on the plans. Remove a length of the existing pipe from the headwall to the joint when removing existing headwalls as shown on the plans or as approved.Re-lay the removed pipe if approved,or furnish and lay a length of new pipe. 4. MEASUREMENT This is a plans quantity measurement item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. • 4.1. Headwalls.Headwalls will be measured by each end of a structure. 4.2. Wingwalls.Wingwalls will be measured by one of the following methods: 4.2.1. Square Foot.Wingwalls will be measured by the square foot of the front surface area of the wall of each type.The area will be measured from the top of the footing or apron to the top of the wall unless otherwise shown on the plans.If there is no footing or apron,then measurement is from the bottom of the wall. 4.2.2. Each.Wingwalls will be measured by each end of a structure. • 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the price bid for"Headwalls"of the type and pipe size(diameter or design) specified,"Wingwalls"of the type specified.when measurement is by the square foot,or"Wingwalls"of the type and wall height specified when measurement is by each.For payment purposes,the wingwall height will be rounded to the nearest foot.All wingwalls and headwalls of the same type will be paid for equally when skew does not affect the type.This price is full compensation for constructing,furnishing,transporting,and installing the headwalls or wingwalls;connecting to existing structure;breaking back,removing and disposing of portions of the existing structure,and replacing portions of the existing structure as required to make connections;excavation and backfill;and concrete,reinforcing steel,corrugated metal pipe or reinforced concrete pipe,equipment,labor,tools,and incideritals. Apron concrete or riprap between or around the wingwalls of single-or multiple-barrel box culvert structures will be measured and paid for in accordance with Item 432,"Riprap." The removal and re-laying of existing pipe or the furnishing of new pipe to replace existing pipe will not be paid for directly but will be considered subsidiary to this Item. A 762 467 Item 467 Safety End Treatment FEsatUon . DESCRIPTION Furnish,construct,and install safety end treatments for drainage structures,or install or replace pipe runners or pipe runner assemblies on existing drainage structures. 2. MATERIALS 2.1. General.Furnish materials in accordance with the following. • Item 420,"Concrete Substructures" • Item 421,"Hydraulic Cement Concrete" • Item 432,"Riprap" • Item 440,"Reinforcement for Concrete" • Item 442,"Metal for Structures" • Item 445,"Galvanizing" • Item 460,"Corrugated Metal Pipe" is Item 464,"Reinforced Concrete Pipe" Use Class C concrete for cast-in-place and precast concrete units unless otherwise shown on the plans. Furnish cast-in-place or precast safety end treatments unless otherwise shown on the plans.Furnish Class B concrete for concrete riprap unless otherwise shown on the plans. Provide galvanized steel for prefabricated metal end sections in accordance with Item 460,"Corrugated Metal Pipe." Furnish pipe runners in accordance with the following: • ASTM A1085; • ASTM A53,Type E or S,Grade B; • ASTM A500,Grade B;or • API 5L,Grade X42. Furnish plates and angles in accordance with ASTM A36.Furnish nuts and bolts in accordance with ASTM A307.Galvanize pipes,plates,angles,nuts,and bolts in accordance with Item 445,"Galvanizing." 2.2. Fabrication.Fabricate cast-in-place concrete units and precast units in accordance with Item 420,"Concrete Substructures."Provide either prefabricated metal end sections or mitered CMP when specified for the pipe structure unless otherwise shown on the plans. Provide one of the following when reinforced concrete pipe(RCP)is specified for the pipe structure, unless otherwise shown on the plans: • mitered RCP or • precast safety end treatment(SET)units.Provide riprap only if the plans specifically require it for this alternative. 2.2.1. SET Types. 2.2.1.1. Type I.Provide Type I SET consisting of reinforced concrete headwalls or wingwalls and pipe runners in accordance with the details shown on the plans when required. 763 467 2.2.1.2. Type II.Provide Type II SET in accordance with the details shown on the plans consisting of the following: ■ CMP or RCP mitered to the proper slope,concrete riprap and pipe runners,when required; • prefabricated metal end sections,concrete riprap and pipe runners,when required;or • precast SET units,concrete riprap,when required,and pipe runners,when required. 2.2.2. Lifting Holes.Provide no more than 4 lifting holes in each section for precast units.Lifting holes may be cast,cut into fresh concrete after form removal,or drilled.Provide lifting holes large enough for adequate lifting devices based on the size and weight of the section.The maximum hole diameter is 3 in.at the inside • surface of the wall and 4 in.at the outside surface.Cut no more than 1 longitudinal wire or 2 circumferential wires per layer of reinforcing steel when locating lift holes.Repair spalled areas around lifting holes. 2.2.3. Marking.Clearly mark the following on each precast unit,mitered CMP,mitered RCP,or metal end section before shipment from the casting or fabrication yard: • the date of manufacture, ■ the name or trademark of the manufacturer,and • the type and size designation. 2.2.4. Storage and Shipment.Store precast units on a level surface.Do not place any loads on precast units until the design strength is reached.Do not ship units until design strength•requirements have been met. 2.2.5. Causes for Rejection.Precast units may be rejected for not meeting any one of the specification requirements.Individual units may also be rejected for fractures or cracks passing through the wall or surface defects indicating honeycombed or open texture surfaces.Remove rejected units from the project and replace with acceptable units meeting the requirements of this Item. 2.2.6. Defects and Repairs.Occasional imperfections in manufacture or accidental damage sustained during handling may be repaired.The repaired units will be acceptable if they conform to the requirements of this Item and the repairs are sound and properly finished and cured in conformance with pertinent specifications. Repair damaged galvanizing in accordance with Section 445.3.5.,"Repairs? 3. CONSTRUCTION 3.1. General.Remove portions of existing structures in accordance with Section 420.4.8.,"Extending Existing Substructures?Drill,dowel,and grout in accordance with Item 420,"Concrete Substructures."Furnish concrete riprap in accordance with Item 432,"Riprap." Provide riprap on all prefabricated metal end sections. 3.2. Excavation,Shaping,Bedding,and Backfill.Excavate,shape,bed,and backfill in accordance with Item 400,"Excavation and Backfill for Structures."Take special precautions in placing and compacting the backfill to avoid any movement or damage to the units.Bed precast units on foundations of firm and stable material accurately shaped to conform to the bases of the units. 3.3. . Placement of Precast Units.Provide adequate means to lift and place the precast units.Fill lifting holes with mortar or concrete and cure.Precast concrete or mortar plugs may be used. 3.4. . Connections.Make connections to new or existing structures in accordance with the details shown on the plans.Furnish jointing material in accordance with Item 464,"Reinforced Concrete Pipe." Also remove a length of the existing pipe from the headwall to the joint when removing existing headwalls as shown on the plans or as approved.Re-lay the removed pipe if approved,or furnish and lay a length of new pipe. . 3.5. Install or Replace Pipe Runners or Assemblies.Install or replace individual pipe runners or pipe runner assemblies on existing drainage structures as indicated on the plans. 764 467 4. MEASUREMENT ( SETs of all types will be measured by each barrel of each structure end. Pipe runners or pipe runner assemblies installed or replaced on existing structure will be measured by each installed or replaced on each structure end. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for the various designations of"Safety End Treatment' specified as follows: • SET(Type I)(Barrel Span)(Wall Height)(Slope,Horizontal:Vertical)(Orientation,Cross or Parallel) • SET(Type I)(Pipe Diameter or Design)(Slope,Horizontal:Vertical)(Orientation,Cross or Parallel) • SET(Type II)(Pipe Diameter or Design)(Pipe Material)(Slope,Horizontal:Vertical)(Orientation,Cross or Parallel) • SET(Pipe Runner) • SET(Pipe Runner Assembly) For payment purposes,the wingwall heights of Type I SETs for box culverts will be rounded to the nearest foot. This price is full compensation for constructing,furnishing,transporting,and installing the end treatments; pipe runners,or pipe runner assemblies,connecting to existing structure;breaking back,removing and disposing of portions of the existing structure,removing and disposing of existng pipe runner or pipe runner assemblies,and replacing portions of the existing structure as required to make connections;excavation and backfill;furnishing concrete,reinforcing steel,corrugated metal pipe or reinforced concrete pipe,and pipe runners;and concrete riprap,nuts,bolts,plates,angles,equipment,labor,tools,and incidentals. The removal and re-laying of existing pipe or the furnishing of new pipe to replace existing pipe will not be paid for directly but will be considered,subsidiary to this Item. The mitered length of CMP or RCP that is a part of the SET(Type II)will not be paid for directly but will be considered subsidiary to this Item.The limits for payment for pipe will be as shown on the plans and paid for in accordance with the pertinent bid item. The limits of riprap to be included in the price bid for each SET will be shown on the plans.Any riprap placed beyond the limits shown will be paid in accordance with Item 432,"Riprap."Riprap between multiple precast SET units will be required as shown on the plans and is included in the price bid for SET. When precast SETs are provided as an option to mitered RCP,riprap aprons will not be required unless the plans specifically require riprap aprons for precast SET units.The plans will show the limits of the riprap to be included with the precast SET for payment. 765 496 Item 496 - Removing Structures won 1. DESCRIPTION Remove and either dispose of or salvage structures. 2. CONSTRUCTION • 2.1. Demolition Plans.Follow the demolition sequence shown on the plans for bridge structures to be removed, or submit a demolition plan if indicated on the plans. Include in the required demolition plan the type and location of equipment to be used,the method and sequence of removal of the structural elements,and a ' narrative indicating the stability of the partially demolished structure is maintained throughout the demolition process.Have these plans signed and sealed by a licensed professional engineer when demolished structure intersects active roadways and as otherwise shown on the plans.Submit required demolition plans at least 14 days before starting work unless otherwise directed.Department approval of these plans is not required,but the Department reserves the right to request modifications to the plans when work could affect the safety of the traveling public and when around other transportation facilities to remain in place.Notify the Department 30 days before starting any bridge demolition work to allow for required notifications to other agencies. 2.2. Removal. 2.2.1. Pipes.Avoid damaging appurtenances determined by the Engineer to be salvageable. 2.2.2. Concrete,Brick,or Stone Structures.Portions of structures that will not interfere with the proposed construction may remain in place 2 ft.or more below the permanent ground line.Square off remaining structures and cut reinforcement flush with the surface of the concrete. 2.2.3. Steel Structures.Dismantle steel to be retained by the Department or re-erected by cold-cutting fastener heads and punching or drilling the remaining portion of the fastener,air-arc gouging welded connections,and flame-cutting beams along a straight line.The Engineer may approve other methods of cutting.Cut beams at the locations shown on the plans.Match-mark steel to be re-erected with paint in accordance with the ' erection drawings.Remove steel piles or cut off 2 ft.or more below the permanent ground line. 2.2.4. Timber Structures.Remove all fasteners from timber determined by the engineer to be salvageable. Remove timber piles or cut off 2 ft.or more below the permanent ground line. 2.3. Salvage.Avoid damage to materials shown on the plans to be salvaged.Deliver materials to be retained by the Department to the location shown on the plans.Block up salvaged steel materials off the ground. 2.4. Disposal.Material removed that is not deemed to be salvageable is the property of the Contractor.Dispose of removed material off the right of way in accordance with federal,state,and local regulations. 2.5. Backfill.Backfill excavation and voids to the original ground line if resulting from the removal of structures. Place backfill that will support any portion of the roadbed or embankment to the same requirements for placing embankment.Backfill other areas in 10 in.layers,loose measurement,and compact to the density of adjacent undisturbed material. 3. MEASUREMENT This Item will be measured by each structure or by the foot. 766 496 '4. PAYMENT The work performed in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Removing Structures"of the type of structure specified.'This price is full compensation for demolition plan preparation,loading,hauling,disposal,stockpiling,removal of appurtenances,excavation and backfill,equipment,labor,tools,and incidentals. r 767 500 Item 500 Mobilization Ar Terse oDepartment Tr ansportation 1. DESCRIPTION Establish and remove offices,plants,and facilities.Move personnel,equipment,and supplies to and from the project or the vicinity of the project site to begin work or complete work on.Contract Items.Bonds and insurance are required for performing mobilization. For Contracts with emergency mobilization,provide a person and method of contact available 24 hrs.a day, 7 days a week unless otherwise shown on the plans.The time of notice will be the transmission time of the written notice or notice provided orally by the Department's representative. 2. MEASUREMENT This Item will be measured by the lump sum or each as the work progresses.Mobilization is calculated on the base bid only and will not be paid for separately on any additive alternate items added to the Contract. 3. PAYMENT For this Item,the adjusted Contract amount will be calculated as the total Contract amount less the lump sum for mobilization.Except/for Contracts with callout or emergency work,mobilization will be paid in partial payments as follows: • Payment will be made upon presentation of a paid invoice for the payment or performance bonds and required insurance, • Payment will be made upon verification of documented expenditures forplant and facility setup.The combined amount for all these facilities will be no more than 10%of the mobilization lump sum or 1%of the total Contract amount,whichever is less, • When 1%of the adjusted Contract amount for construction Items is earned,50%of the mobilization lump sum bid or 5%of the total Contract amount,whichever is less,will be paid.Previous payments under this Item will be deducted from this amount, • When 5%of the adjusted Contract amount for construction Items is earned,75%of the mobilization lump sum bid or 10%of the total Contract amount,whichever is less,will be paid.Previous payments under the Item will be deducted from this amount, • When 10%of the adjusted Contract amount for construction Items is earned,90%of the mobilization lump sum bid or 10%of the total Contract amount,whichever is less,will be paid.Previous payments under this Item will be deducted from this amount, • Upon final acceptance,97%of the mobilization lump sum bid will be paid.Previous payments under this Item will be deducted from this amount,and • Payment for the remainder of the lump sum bid for"Mobilization"will be made after all submittals are received,final quantities have been determined and when any separate vegetative establishment and maintenance,test,and performance periods provided for in the Contract have been successfully completed. For projects with extended maintenance or performance periods,payment for the remainder of the lump sum bid for"Mobilization"will be made 6 months after final acceptance. For Contracts with callout or emergency work,"Mobilization,"will be paid as follows: 768 500 • Payment will be made upon presentation of a paid invoice for the payment of performance bonds and required insurance, • Mobilization for callout work will be paid for each callout work request,and - • Mobilization for emergency work will be paid for each emergency work request. • ( 769 502 Item 502 --- ® Barricades, Signs, and Traffic Handling o, don 1. DESCRIPTION Provide,install,move,replace,maintain,clean,;and remove all traffic control devices shown on the plans and as directed. 2. CONSTRUCTION Comply with the requirements of Article 7.2.,"Safety". Implement the traffic control plan(TCP)shown on the plans. Install traffic control devices straight and plumb. Make changes to the TCP only as approved.Minor adjustments to meet field conditions are allowed. Submit Contractor-proposed TCP changes,signed and sealed by a licensed professional engineer,for approval.The Engineer may develop,sign,and seal Contractor-proposed changes;Changes must conform to guidelines established in the TMUTCD using approved products from the Department's Compliant Work Zone Traffic Control Device List. Maintain traffic control devices by taking corrective action when notified.Corrective actions include,but are not limited to,cleaning,replacing,straightening,covering,and removing devices.Maintain the devices such that they are properly positioned and spaced,legible,and have retroreflective characteristics that meet requirements day or night and in all weather conditions. The Engineer may authorize or direct in writing the removal or relocation of project limit advance warning signs.When project limit advance warning signs are removed before final acceptance,provide traffic control in accordance with the TMUTCD for minor operations as approved. Remove all traffic control devices upon completion of the work as shown on the plans or as directed. 3. MEASUREMENT Barricades,Signs,and Traffic Handling will be measured by the month.Law enforcement personnelwith patrol vehicles will be measured by the hour for each person. 4. PAYMENT 4.1. Barricades,Signs,and Traffic Handling.Except for Contracts with callout work and work orders,the work performed and materials furnished in accordance with this Item and measured as provided under "Measurement'will be paid for at the unit price bid for"Barricades,Signs,and Traffic Handling."This price is full compensation for installation,maintenance,adjustments,replacements,removal,materials,equipment, labor,tools,and incidentals. - • The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Barricades,Signs,and Traffic Handling."This price is 771 502 full compensation for installation,maintenance,adjustments,replacements,removal,materials,equipment, labor,tools,and incidentals. When the plans establish pay items for particular work in the TCP,that work will be measured and paid under pertinent Items. 4.1.1. Initiation of Payment.Payment for this Item will begin on the first estimate after barricades,signs,and traffic handling devices have been installed in accordance with the TCP and construction has begun. 4.1.2. Paid Months.Monthly payment will be made each succeeding month for this Item provided the barricades, signs,and traffic handling devices have been installed and maintained in accordance with the TCP until the Contract amount has been paid. If,within the time frame established by the Engineer,the Contractor fails to provide or properly maintain signs and barricades in compliance with the Contract requirements,as determined by the Engineer,the Contractor will be considered in noncompliance with this Item.No payment will be made for the months in question,and the total final payment quantity will be reduced by the number of months the Contractor was in noncompliance. 4.1.3. Maximum Total Payment Before Acceptance.The total payment for this Item will not exceed 10%of the total Contract amount before final acceptance in accordance with Article 5.12.,"Final Acceptance."The remaining balance will be paid in accordance with Section 502.4.5.,"Balance Due." 4.1.4. Total Payment Quantity.The quantity paid under this Item will not exceed the total quantity shown on the plans except as modified by change order and as adjusted by Section 502.4.2.,"Paid Months."An overrun of the plans quantity for this Item will not be allowed for approving designs;testing;material shortages;closed construction seasons;curing periods;establishment,performance,test,and maintenance periods;failure to complete the work ii the number of months allotted;nor delays caused directly or indirectly by requirements of the Contract. 4.1.5. Balance Due.The remaining unpaid months of barricades less non-compliance months will be paid on final acceptance of the project,if all work is complete and accepted in accordance with Article 5.12.,"Final Acceptance." 4.1.6. Contracts with Callout Work and Work Orders.The work performed and the materials furnished with this Item and measured as provided under"Measurement,"will be considered subsidiary to pertinent Items, except for federally funded Contracts. 4.2. Law Enforcement Personnel.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement,"will be paid by Contractor force account for"Law Enforcement Personnel."This price is full compensation for furnishing all labor,materials,supplies,equipment,patrol vehicle,fees,and incidentals necessary to complete the work as directed. 772 504 Item 504 Field Office and Laboratory ornansporteHon 1. DESCRIPTION Provide field offices and laboratories for exclusive use of the Engineer and inspection staff. 2. EQUIPMENT 2.1. General.Furnish facilities after receipt of the work order and before beginning physical work on the project. Provide field offices of the type and number specified near the worksite at an acceptable location.If desired, use permanent buildings or rental space meeting the requirements for field offices instead of portable buildings only"If approved.Maintain the field office until the Department accepts the project.Furnish other equipment as required. Provide inspection laboratories of the type specified before beginning the fabrication of products required by the Contract.Locate the building so that plant operations are visible from the building.Maintain the laboratories until the production of the associated product is complete. Immediately repair or replace facilities if damaged in any manner. Payment for repair will not be made unless it is the result of negligence by the Department.Reimburse the Department for equipment damaged by the Contractor's operations.Remove buildings and other facilities and restore the right of way before project acceptance when facilities are allowed in the right of way. 2.1.1. Parking and Fencing.Provide an all-weather parking area for the sole use of at least 2 State-owned vehicles unless otherwise shown on the plans.Situate the area near the field office or laboratory at an acceptable location.Maintain the parking area until the project is completed and restore the area to a condition acceptable to the Engineer upon project completion. Enclose the field office or laboratory and the parking area with a 6-ft.chain-link fence,a top-mounted 3-strand barbed wire,and a 12-ft.gate when shown on the plans. 2.1.2. Buildings. 2.1.2.1. Field Office.Provide field offices with roof,floor,doors,and screened windows. Ensure the floor is strong enough to support testing equipment and has an impervious floor covering.Ensure that the field office is tied down,weatherproof,piped for water and fuel,and electrically wired by personnel meeting the requirements of Article 7.19.,"Electrical Requirements." Furnish and install adequate equipment,outlets,lighting,air-conditioning,heating,and ventilation.Provide a partitioned restroom furnished with restroom supplies,a lavatory,and a flush toilet connected to a sewer or septic tank.If desired,furnish a portable toilet only when approved. Provide secured and controlled access to the field office or laboratory through security measures such as bars,alarms,or security fencing. Furnish steps to the structures if directed. 2.1.2.2. Laboratory.Provide laboratories with all of the requirements described in Section 504.2.1.2.1.,"Field Office."In addition,provide the following items unless otherwise directed: • a 10 lb.ABC fire extinguisher with up-to-date inspection tag and a working smoke detector; • laboratory equipment necessary for testing when shown on the plans; ■ water(for testing purposes)from an approved source; 773 504 • an exhaust fan for concrete curing,asphalt,or other operations to meet Department and OSHA requirements(Vent all exhaust to the outside of the structure.); • • a work platform at least 18 in.long and 12 in.wide,mounted on a lumber post at least 6 x 6 in. extending through the floor and firmly fixed in the ground(The work platform support can be provided by other methods as shown on the plans or as directed.); • a minimum of 20 ft.of total work counter length at least 3 ft.wide and 3 ft.above the floor and strong enough to support required testing equipment;and • a laboratory sink measuring 24 x 30 in.and 12 in.deep. 2.1.3. Field Office and Laboratory Appurtenances.Provide workbenches and tables attest 3 ft.wide and 6 ft. long,chairs,and filing cabinets in an approved quantity.Provide solar screens,blinds,or shades if directed. Provide approved potable water,electricity,collection and disposal of trash,and janitorial services. Provide internet connectivity,a printer/fax/scan/copier,and telephone if shown on the plans. Provide a closet within the facility for Contracts that require a nuclear gauge for moisture or density determination,or a separate structure for storage of the gauge located as far as possible from normal office work.Provide internal keyed deadbolt locks and hinges with pins on the inside of the storage area for all doors allowing access to the nuclear gauge. 2.2. Structure Types. 2.2.1. Type A Structure(Field Laboratory).Provide at least 200 sq.ft.of gross floor area in rooms 8 ft.high. Partition the building into at least 2 rooms,each furnished with an exterior door and at least 2 windows. ' 2.2.2. Type B Structure(Field Office and Laboratory).Provide at least 600 sq.ft.of gross floor area in rooms 8 ft.high.Partition the floor area into at least 3 interconnected rooms with doors,2 exterior doors,and at least 2 windows in each room. 2.2.3. Type C Structure(Field Office).Provide at least 400 sq.ft.of gross floor area in rooms 8 ft.high.Partition the floor area into at least 2 interconnected rooms with doors,2 exterior doors,and at least 2 windows in each room. 2.2.4. Type D Structure(Asphalt Mix Control Laboratory).Provide at least 700 sq7 ft.of gross floor area in rooms 8 ft.high.Partition the floor area into at least 2 interconnected rooms with doors,2 exterior doors,and at least 2 windows in each room. • 2.2.4.1. Asphalt Content by Ignition Method.Provide enough power ventilation for the room,a NEMA 6-50R (208/240 V,50 A)outlet within 3 ft.of the ignition pven location,and an independent exhaust outlet no farther than 8 ft.from the oven when asphalt content is determined by the ignition method.Provide a surface for the ignition oven that is level,sturdy,and fireproof with at least 6 in.of clearance between the furnace and other vertical surfaces. Vent the ignition oven to the outside. 2.2.5. Type E Structure.Provide building as shown on the plans. 3. MEASUREMENT AND PAYMENT The work performed,materials furnished,utilities and utility service(including phone if required), appurtenances(including office equipment and Internet service),testing equipment,labor,tools,and incidentals will not be measured or paid for directly;but will be subsidiary to pertinent Items. 774 f 506 Item 506 *6 Temporary Erosion, Sedimentation, Texas and Environmental Controls � 'i°n 1. DESCRIPTION Install,maintain,and remove erosion,sedimentation,and environmental control measures to prevent or reduce the discharge of pollutants in accordance with the Storm Water Pollution Prevention Plan(SWP3)on the plans and the Texas Pollutant Discharge Elimination System(TPDES)General Permit TXR150000. Control measures are defined as Best Management Practices used to prevent or reduce the discharge of pollutants.Control measures include,but are not limited to,rock filter dams,temporary pipe slope drains, temporary paved flumes,construction exits,earthwork for erosion control,pipe,construction perimeter fence, sandbags,temporary sediment control fence,biodegradable erosion control logs,vertical tracking,temporary or permanent seeding,and other measures.Erosion and sediment control devices must be selected from the Erosion Control Approved Products or Sediment Control Approved Products lists. Perform work in a manner to prevent degradation of receiving waters,facilitate project construction,and comply with applicable federal, state,and local regulations.Ensure the installation and maintenance of control measures is performed in accordance with the manufacturer's or designer's specifications. Provide the Contractor Certification of Compliance before performing SWP3.or soil disturbing activities.By signing the Contractor Certification of Compliance,the Contractor certifies they have read and understand the requirements applicable to this project pertaining to the SWP3,the plans,and the TPDES General Permit TXR150000.The Contractor is responsible for any penalties associated with non-performance of installation or maintenance activities required for compliance.Ensure the most current version of the certificate is executed for this project. 2. MATERIALS Furnish materials in accordance with the following: • Item 161,"Compost" • Item 432,"Riprap" • Item 556,"Pipe Underdrains" 2.1. Rock Filter Dams. 2.1.1. Aggregate.Furnish aggregate with approved hardness,durability,cleanliness,and resistance to crumbling, flaking,and eroding.Provide the following: • Types 1,2,and 4 Rock Filter Dams.Use 3 to 6 in.aggregate. • Type 3 Rock Filter Dams.Use 4 to 8 in.aggregate. 2.1.2. Wire.Provide minimum 20 gauge galvanized wire for the steel wire mesh and tie wires for Types 2 and 3 rock filter dams.Type 4 dams require: ■ a double-twisted,hexagonal weave with a nominal mesh opening of 2-1/2 x 3-1/4 in.; ■ minimum 0.0866 in.steel wire for netting; • minimum 0.1063 in.steel wire for selvages and corners;and . ■ minimum 0.0866 in.for binding or tie wire. 2.1.3. Sandbag Material.Furnish sandbags meeting Section 506.2.8.,"Sandbags,"except that any gradation of aggregate may be used to fill the sandbags. 775 506 2.2. Temporary Pipe Slope Drains.Provide corrugated metal pipe,polyvinyl chloride(PVC)pipe,flexible tubing, watertight connection bands,grommet materials,prefabricated fittings,and flared entrance sections that conform to the plans.Recycled and other materials meeting these requirements are allowed if approved. Furnish concrete in accordance with Item 432,"Riprap." 2.3. Temporary Paved Flumes.Furnish asphalt concrete,hydraulic cement concrete,or other comparable non-erodible material that conforms to the plans.Provide rock or rubble with a minimum diameter of 6 in.and a maximum volume of 1/2 cu.ft.for the construction of energy dissipaters. 2.4. Construction Exits.Provide materials that meet the details shown on the plans and this Section. 2.4.1. Rock Construction Exit.Provide crushed aggregate for long-and short-term construction exits.Furnish aggregates that are clean,hard,durable,and free from adherent coatings such as salt,alkali,dirt,clay,loam, shale,soft or flaky materials,and organic and injurious matter.Use 4-to 8-in.aggregate for Type 1.Use 2-to 4-in.aggregate for Type 3. 2.4.2. Timber Construction Exit.Furnish No.2 quality or better railroad ties and timbers for long-term construction exits,free of large and loose knots and treated to control rot.Fasten timbers with nuts and bolts or lag bolts, of at least 1/2 in.diameter,unless otherwise shown on the plans or allowed.Provide plywood or pressed wafer board at least 1/2 in.thick for short-term exits. 2.4.3. Foundation Course.Provide a foundation course consisting of flexible base,bituminous concrete,hydraulic cement concrete,or other materials as shown on the plans or directed. 2.5. Embankment for Erosion Control.Provide rock,loam,clay,topsoil,or other earth materials that will form a stable embankment to meet the intended use. 2.6. Pipe.Provide pipe outlet material in accordance with Item 556,'Pipe Underdrains,"and details shown on the plans. 2.7. Construction Perimeter Fence. 2.7.1. Posts.Provide essentially straight wood or steel posts that are at least 60 in.long.Furnish soft wood posts with a minimum diameter of 3 in.,or use nominal 2 x 4 in.boards.Furnish hardwood posts with a minimum cross-section of 1-1/2 x 1-1/5 in.Furnish T-or L-shaped steel posts with a minimum weight of 0.5 lb.per foot. 2.7.2. Fence.Provide orange construction fencing as approved. 2.7.3. Fence Wire.Provide 11 gauge or larger galvanized smooth or twisted wire.Provide 16 gauge or larger tie wire. 2.7.4. ' Flagging.Provide brightly-colored flagging that is fade-resistant and at least 3/4 in.wide to provide maximum visibility both day and night. 2.7.5. Staples.Provide staples with a crown at least 1/2 in.wide and legs at least 1/2 in.long. 2.7.6. Used Materials.Previously used materials meeting the applicable requirements may be used if approved. 2.8. Sandbags.Provide sandbag material of polypropylene,polyethylene,or polyamide woven fabric with a minimum unit weight of 4 oz.per square yard,a Mullen burst-strength exceeding 300 psi,and an ultraviolet stability exceeding 70%. Use natural coarse sand or manufactured sand meeting the gradation given in Table 1 to fill sandbags.Filled sandbags must be 24 to 30 in.long, 16 to 18 in.wide,and 6 to 8 in.thick. 776 506 Table 1 Sand Gradation Sieve Size Retained(%by Weight) #4 Maximum 3% #100 Minimum 80% #200 Minimum 95% Aggregate may be used instead of sand for situations where sandbags are not adjacent to traffic.The aggregate size must not exceed 3/8 in. • 2.9. Temporary Sediment Control.Fence.Provide a net-reinforced fence using woven geo-textile fabric.Logos visible to the traveling public will not be allowed. 2.9.1. Fabric.Provide fabric materials in accordance with DMS-6230,"Temporary Sediment Control fence Fabric." 2.9.2. Posts.Provide essentially straight wood or steel posts with a minimum length of 48 in.,unless otherwise shown on the plans.Furnish soft wood posts at_least 3 in.in diameter,or use nominal 2 x 4 in.boards. Furnish hardwood posts with a minimum cross-section of 1-1/2 x 1-1/2 in.Furnish T-or L-shaped steel posts with a minimum weight of 1.3 lb.per foot. 2.9.3. Net Reinforcement.Provide net reinforcement of at least 12-1/2 gauge galvanized welded wire mesh,with a maximum opening size of 2 x 4 in.,at least 24 in.wide,unless otherwise shown on the plans. 2.9.4. Staples.Provide staples with a crown at least 3/4 in.wide and legs 1/2 in.long. 2.9.5. Used Materials,Use recycled material meeting the applicable requirements if approved. 2.10. Biodegradable Erosion Control Logs: 2.10.1. Core Material.,Furnish core material that is biodegradable or recyclable.Use compost,mulch,aspen excelsior wood fibers,chipped site vegetation,agricultural rice or wheat straw,coconut fiber, 100% recyclable fibers,or any other acceptable material unless specifically called out on the plans.Permit no more than 5%of the material to escape from the containment mesh.Furnish compost meeting the requirements of Item 161,"Compost." 2.10.2. Containment Mesh.Furnish containment mesh that is 100%biodegradable,photodegradable,or recyclable such as burlap,twine,UV photodegradable plastic,polyester,or any other acceptable material. Furnish biodegradable or photodegradable containment mesh when log will remain in place as part of a vegetative system. Furnish recyclable containment mesh for temporary installations. 2.10.3. Size.Furnish biodegradable erosion control logs with diameters shown on the plans or as directed.Stuff containment mesh densely so logs do not deform. 3. QUALIFICATIONS,TRAINING,AND EMPLOYEE REQUIREMENTS 3.1. Contractor Responsible Person Environmental(CRPE)Qualifications and Responsibilities.Provide and designate in writing at the preconstruction conference a CRPE and alternate CRPEwho have overall responsibility for the storm water management program.The CRPE will implement storm water and erosion control practices;will oversee and observe storm water control measure monitoring and management;will monitor the project site daily and produce daily monitoring reports as long as there are BMPs in place or soil disturbing activities are evident to ensure compliance with the SWP3 and TPDES General Permit TXR150000.During time suspensions when work is not occurring or on contract non-work days,daily inspections are not required unless a rain event has occurred.The CRPE will provide recommendations on 777 506 how to improve the effectiveness of control measures.Attend the Department's preconstruction conference for the project.Ensure training is completed as identified in Section 506.3.3.,"Training,"by all applicable personnel before employees work on the project.Document and submit a list,signed by the CRPE,of all applicable Contractor and subcontractor employees who have completed the training.Include the employee's name,the training course name,and date the employee completed the training.Provide the most current list at the preconstruction conference or before SWP3 or soil disturbing activities.Update the list as needed and provide the updated list when updated. 3.2. Contractor Superintendent Qualifications and Responsibilities.Provide a superintendent that is competent,has experience with and knowledge of storm water management,and is knowledgeable of the requirements and the conditions of the TPDES General Permit TXR150000.The superintendent will manage and oversee the day to day operations and activities at the project site;work with the CRPE to provide effective storm water management at the project site;represent and act on behalf of the Contractor;and attend the Department's preconstruction conference for the project. 3.3. Training.All Contractor and subcontractor employees involved in soil disturbing activities,small or large structures,storm water control measures,and seeding activities must complete training as prescribed by the Department. 4. CONSTRUCTION 4.1. Contractor Responsibilities.Implement the SWP3 for the project site in accordance with the plans and specifications,TPDES General Permit TXR150000,and as directed.Coordinate storm water management with all other work on the project.Develop and implement an SWP3 for project-specific material supply plants within and outside of the Department's right of way in accordance with the specific or general storm water permit requirements.Prevent water pollution from storm water associated with construction activity from entering any surface water or private property on or adjacent to the project site. 4.2. Implementation.The CRPE,or alternate CRPE,must be accessible by phone and able to respond to project-related storm water management or other environmental emergencies 24 hr.per day. 4.2.1. Commencement.Implement the SWP3 as shown and as directed.Contractor-proposed recommendations for changes will be allowed as approved.Conform to the established guidelines in the TPDES General Permit TXR150000 to make changes.Do not implement changes until approval has been received and changes have been incorporated into the plans.Minor adjustments to meet field conditions are allowed and will be recorded in the SWP3. 4.2.2. Phasing.Implement control measures before the commencement of activities that result in soil disturbance. Phase and minimize the soil disturbance to the areas shown on the plans.Coordinate temporary control measures with permanent control measures and all other work activities on the project to assure economical, effective,safe,and continuous water pollution prevention.Provide control measures that are appropriate to the construction means,methods,and sequencing allowed by the Contract.Exercise precaution throughout the life of the project to prevent pollution of ground waters and surface waters.Schedule and perform clearing and grubbing operations so that stabilization measures will follow immediately thereafter if project conditions permit.Bring all grading sections to final grade as soon as possible and implement temporary and permanent control measures at the earliest time possible.Implement temporary control measures when required by the TPDES General Permit TXR150000 or otherwise necessitated by project conditions. Do not prolong final grading and shaping.Preserve vegetation where possible throughout the project,and minimize clearing,grubbing,and excavation within stream banks,bed,and approach sections. 4.3. General. 4.3.1. Temporary Alterations or Control Measure Removal.Altering or removal of control measures is allowed when control measures are restored within the same working day. • 778 • 506 . 4.3.2. Stabilization.Initiate stabilization for disturbed areas no more than 14 days after the construction activities in that portion of the site have temporarily or permanently ceased.Establish a uniform vegetative cover or use another stabilization practice in accordance with the TPDES General Permit TXR150000: 4.3.3. Finished Work.Remove and dispose of all temporary control measures upon acceptance of vegetative cover or other stabilization practice unless otherwise directed.Complete soil disturbing activities'and establish a uniform perennial vegetative cover.A project will not be considered for acceptance until a vegetative cover of 70%density of existing adjacent undisturbed areas is obtained or equivalent permanent , stabilization is obtained in accordance with the TPDES General Permit TXR150000.An exception will be allowed in arid areas as defined in the TPDES General Permit TXR150000. 4.3.4. Restricted Activities and Required Precautions.Do not discharge onto the ground or surface waters any pollutants such as chemicals,raw sewage,fuels,lubricants,coolants,hydraulic fluids,bitumens,or any other petroleum product.Operate and maintain equipment on-site to prevent actual or potential water pollution. Manage,control,and dispose of litter on-site such that no adverse impacts to water quality occur.Prevent dust from creating a potential or actual unsafe condition,public nuisance,or condition endangering the value, utility,or appearance of any property.Wash out concrete trucks only as described in the TPDES General Permit TXR150000.Use appropriate controls to minimize the offsite transport of suspended sediments and other pollutants if it is necessary to pump or channel standing water(i.e.,dewatering).Prevent discharges that would contribute to a violation of Edwards Aquifer Rules,water quality standards,the impairment of a listed water body,or other state or federal law. • 4.4. Installation,Maintenance,and Removal Work.Perform work in accordance with the SWP3,according to manufacturers'guidelines,and in accordance with the TPDES General Permit TXR150000.Install and maintain the integrity of temporary erosion and sedimentation control devices to accumulate silt and debris until soil disturbing activities are completed and permanent erosion control features are in place or the disturbed area has been adequately stabilized as approved. The Department will inspect and document the condition of the control measures at the frequency shown on the plans and will provide the Construction SWP3 Field Inspection and Maintenance Reports to the Contractor.Make corrections as soon as possible before the next anticipated rain event or within 7 calendar days after being able to enter the worksite for each control measure.The only acceptable reason for not accomplishing the corrections with the time frame specified is when site conditions are"Too Wet to Work." Take immediate action if a correction is deemed critical as directed.When corrections are not made within the established time frame,all work will cease on the project and time charges will continue while the control measures are brought into compliance.Commence work once the Engineer reviews and documents the project is in compliance.Commencing work does not release the Contractor of the liability for noncompliance of the SWP3,plans,or TPDES General Permit TXR150000. The Engineer may limit the disturbed area if the Contractor cannot control soil erosion and sedimentation resulting from the Contractor's operations.Implement additional controls as directed. Remove devices upon approval or as directed.Finish-grade and dress the area upon removal.Stabilize disturbed areas in accordance with the permit,and as shown on the plans or directed.Materials removed are considered consumed by the project.Retain ownership of stockpiled material and remove it from the project when new installations or replacements are no longer required. 4.4.1. Rock Filter Dams for Erosion Control.Remove trees,brush,stumps,and other objectionable material that may interfere with the construction of rock filter dams.Place sandbags as a foundation when required or at the Contractor's option. Place the aggregate to the lines,height,and slopes specified,without undue voids for Types 1,2,3,and 5. Place the aggregate on the mesh and then fold the mesh at the upstream side over the aggregate and , secure it to itself on the downstream side with wire ties,or hog rings for Types 2 and 3,or as directed.Place • rock filter dams perpendicular to the flow of the stream or channel unless otherwise directed.Construct filter dams according to the following criteria unless otherwise shown on the plans: 779 506 • 4.4.1.1. Type 1 (Non-Reinforced). • Height.At least 18 in.measured vertically from existing ground to top of filter dam. • Top Width.At least 2 ft. • Slopes.No steeper than 2:1. 4.4.1.2. Type 2(Reinforced). • Height.At least 18 in.measured vertically from existing ground to top of filter dam. • Top Width.At least 2 ft. • Slopes.No steeper than 2:1. 4.4.1.3. Type 3(Reinforced). • Height.At least 36 in.measured vertically from existing ground to top of filter dam. • Top Width.At least 2 ft. • Slopes.No steeper than 2:1. 4.4.1.4. Type 4(Sack Gabions).Unfold sack gabions and smooth out kinks and bends.Connect the sides by lacing in a single loop-double loop pattern on 4-to 5-in.spacing for vertical filling.Pull the end lacing rod at one end until tight,wrap around the end,and twist 4 times.Fill with stone at the filling end,pull the rod tight,cut the wire with approximately 6 in.remaining,and twist wires 4 times. Place the sack flat in a filling trough,fill with stone,connect sides,and secure ends as described above for horizontal filling. Lift and place without damaging the gabion.Shape sack gabions to existing contours. 4.4.1.5. Type 5.Provide rock filter dams as shown on the plans. 4.4.2. Temporary Pipe Slope Drains.Install pipe with a slope as shown on the plans or as directed.Construct embankment for the drainage system in 8-in.lifts to the required elevations.Hand-tamp the soil around and under the entrance section to the top of the embankment as shown on the plans or as directed.Form the top of the embankment or earth dike over the pipe slope drain at least 1 ft.higher than the top of the inlet pipe at all points.Secure the pipe with hold-downs or hold-down grommets spaced a maximum of 10 ft.on center. Construct the energy dissipaters or sediment traps as shown on the plans or as directed.Construct the sediment trap using concrete or rubble riprap in accordance with Item 432,"Riprap,"when designated on the plans. 4.4.3. Temporary Paved Flumes.Construct paved flumes as shown on the plans or as directed.Provide excavation and embankment(including compaction of the subgrade)of material to the dimensions shown on the plans unless otherwise indicated.Install a rock or rubble riprap energy dissipater,constructed from the materials specified above,to a minimum depth of 9 in.at the flume outlet to the limits shown on the plans or as directed. 4.4.4. Construction Exits.Prevent traffic from crossing or exiting the construction site or moving directly onto a public roadway,alley,sidewalk,parking area,or other right of way areas other than at the location of construction exits when tracking conditions exist.Construct exits for either long-or short-term use. 4.4.4.1. Long-Term.Place the exit over a foundation course as required.Grade the foundation course or compacted subgrade to direct runoff from the construction exits to a sediment trap as shown on the plans or as directed. Construct exits with a width of at least 14 ft.for one-way and 20 ft.for two-way traffic for the full width of the exit,or as directed. 4.4.4.1.1. Type 1.Construct to a depth of at least 8 in.using crushed aggregate as shown on the plans or as directed. 4.4.4.1.2. Type 2.Construct using railroad ties and timbers as shown on the plans or as directed. 780 506 4.4.4.2. Short-Term. 4.4.4.2.1. Type 3.Construct using crushed aggregate,plywood,or wafer board.This type of exit may be used for daily operations where long-term exits are not practical. 4.4.4.2.2. Type 4.Construct as shown on the plans or as,directed. 4.4.5. Earthwork for Erosion Control.Perform excavation and embankment operations to minimize erosion and to remove collected sediments from other erosion control devices. 4.4.5.1. Excavation and Embankment for Erosion Control Features.Place earth dikes,swales,or combinations - of both along the low crown of daily lift placement,or as directed,to prevent runoff spillover.Place swales and dikes at other locations as shown on the plans or as directed to prevent runoff spillover or to divert runoff.Construct cuts with the low end blocked with undisturbed earth to prevent erosion of hillsides. Construct sediment traps at drainage structures in conjunction with other erosion control measures as shown on the plans or as directed. Create a sediment basin,where required,providing 3,600 cu.ft.of storage per acre drained,or equivalent control measures for drainage locations that serve an area with 10 or more disturbed acres at one time,not including offsite areas. 4.4.5.2. Excavation of Sediment and Debris.Remove sediment and debris when accumulation affects the performance of the devices,after a rain,and when directed. 4.4.6. Construction Perimeter Fence.Construct,align,and locate fencing as shown on the plans or as directed. 4.4.6.1. Installation of Posts.Embed posts 18 in.deep or adequately anchor in rock,with a spacing of 8 to 10 ft. 4.4.6.2. Wire Attachment.Attach the top wire to the posts at least 3 ft.from the ground.Attach the lower wire midway between the ground and the top wire. 4.4.6.3. Flag Attachment.Attach flagging to both wire strands midway between each post.Use flagging at least 18 in.long.Tie flagging to the wire Using a square knot. 4.4.7. Sandbags for Erosion Control.Construct.a berm or dam of sandbags that will intercept sediment-laden storm water runoff from disturbed areas,create a retention pond,detain sediment,and release water in sheet flow.Fill each bag with sand so that at least the top 6 in.of the bag is unfilled to allow for proper tying of the open end.Place the sandbags with their tied ends in the same direction.Offset subsequent rows of sandbags 1/2 the length of the preceding row.Place a single layer of sandbags downstream as a secondary debris trap.Place additional sandbags as necessary or as directed for supplementary support to berms or dams of sandbags or earth. 4.4.8. Temporary Sediment-Control Fence.Provide temporary sediment-control fence near the downstream - perimeter of a disturbed area to intercept sediment from sheet flow.Incorporate the fence into erosion-control measures used to control sediment in areas of higher flow.Install the fence as shown on the plans,as specified in this Section,or as directed. 4.4.8.1. Installation of Posts.Embed posts at least 18 in.deep,or adequately anchor,if in rock,with a spacing of 6 to 8 ft.and install on a slight angle toward the runoff source. 4.4.8.2. Fabric Anchoring.Dig trenches along the uphill side of the fence to anchor 6 to 8 in.of fabric.Provide a minimum trench cross-section of 6 x 6 in.Place the fabric against the side of the trench and align approximately 2 in.of fabric along the bottom in the upstream direction.Backfill the trench,then hand-tamp. 4.4.8.3. Fabric and Net Reinforcement Attachment.Attach the reinforcement to wooden posts with staples,orb steel posts with T-clips,in at least 4 places equally spaced unless otherwise shown on the plans.Sewn 781 • 506 vertical pockets may be used to attach reinforcement to end posts. Fasten the fabric to the top strand of reinforcement by hog rings or cord every 15 in.or less. 4.4.8.4. Fabric and Net Splices.Locate splices at a fence post with a minimum lap of 6 in.attached in at least 6 places equally spaced unless otherwise shown on the plans.Do not locate splices in concentrated flow areas. Requirements for installation of used temporary sediment-control fence include the following: • fabric with minimal or no visible signs of biodegradation(weak fibers), • fabric without excessive patching(more than 1 patch every 15 to 20 ft.), • posts without bends,and • backing without holes. • 4.4.9. Biodegradable Erosion Control Logs.Install biodegradable erosion control logs near the downstream perimeter of a disturbed area to intercept sediment from sheet flow.Incorporate the biodegradable erosion control logs into the erosion measures used to control sediment in areas of higher flow.Install,align,and locate the biodegradable erosion control logs as specified below,as shown on the plans,or as directed. Secure biodegradable erosion control logs in a method adequate to prevent displacement as a result of normal rain events,prevent damage to the logs,and as approved,such that flow is not allowed under the logs.Temporarily removing and replacing biodegradable erosion logs as to facilitate daily work is allowed at the Contractor's expense. 4.4.10. Vertical Tracking.Perform vertical tracking on slopes to temporarily stabilize soil.Provide equipment with a track undercarriage capable of producing a linear soil impression measuring a minimum of 12 in.long x 2 to 4 in.wide x 1/2 to 2 in.deep.Do not exceed 12 in.between track impressions.Install continuous linear track impressions where the 12 in.length impressions are perpendicular to the slope.Vertical tracking is required on projects where soil disturbing activities have occurred unless otherwise approved. 4.5. Monitoring and Documentation.Monitor the control measures on a daily basis as long as there are BMPs in place and/or soil disturbing activities are evident to ensure compliance with the SWP3 and TPDES General Permit TXR150000.During time suspensions when work is not occurring or contract non-work days, daily inspections are not required unless a rain event has occurred.Monitoring will consist of,but is not limited to,observing,inspecting,and documenting site locations with control measures and discharge points to provide maintenance and inspection of controls as described in the SWP3.Keep written records of daily monitoring.Document in the daily monitoring report the control measure condition,the date of inspection, required corrective actions,responsible person for making the corrections,and the date corrective actions were completed.Maintain records of all monitoring reports at the project site or at an approved place. Provide copies within 7 days.Together,the CRPE and an Engineer's representative will complete the Construction Stage Gate Checklist on a periodic basis as directed. 5. MEASUREMENT 5.1. Rock Filter Dams.Installation or removal of rock filter dams will be measured by the foot or by the cubic yard.The measured volume will include sandbags,when used. 5.1.1. Linear Measurement.When rock filter dams are measured by the foot,measurement will be along the centerline of the top of the dam. 5.1.2. Volume Measurement.When rock filter dams are measured by the cubic yard,measurement will be based on the volume of rock computed by the method of average end areas. 5.1.2.1. Installation.Measurement will be made in final position. 5.1.2.2. Removal.Measurement will be made at the point of removal. 782 • 506 5.2. Temporary Pipe Slope Drains.Temporary pipe slope drains will be measured by the foot. 5.3. Temporary Paved Flumes.Temporary paved flumes will be measured by the square yard of surface area. The measured area will include the energy dissipater at the flume outlet. 5.4. Construction Exits.Construction exits will be measured by the square yard of surface area. • 5.5. Earthwork for Erosion and Sediment Control. 5.5.1. Equipment and Labor Measurement.Equipment and labor used will be measured by the actual number of hours the equipment is operated and the labor is engaged in the work. 5.5.2. Volume Measurement. 5.5.2.1. In Place. 5.5.2.1.1. Excavation.Excavation will be measured by the cubic yard in its original position and the volume computed by the method of average end areas. 5.5.2.1.2. Embankment.Embankment will be measured by the cubic yard in its final position by the method of average end areas.The volume of embankment will be determined between: • the original ground surfaces or the surface upon that the embankment is to be constructed for the feature and • the lines,grades and slopes of the accepted embankment for the feature. 5.5.2.2. In Vehicles.Excavation and embankment quantities will be combined and paid for under"Earthwork (Erosion and Sediment Control,In Vehicle)."Excavation will be measured by the cubic yard in vehicles at the point of removal.Embankment will be measured by the cubic yard in vehicles measured at the point of delivery.Shrinkage or swelling factors will not be considered in determining the calculated quantities. 5.6. Construction Perimeter Fence.Construction perimeter fence will be measured by the foot. 5.7. Sandbags for Erosion Control.Sandbags will be measured as each sandbag or by the foot along the top of sandbag berms or dams. • 5.8. Temporary Sediment-Control Fence.Installation or removal of temporary sediment-control fence will be measured by the foot. 5.9. Biodegradable Erosion Control Logs.,Installation or removal of biodegradable erosion control logs will be measured by the foot along the centerline of the top of the control logs. 5.10. Vertical Tracking.Vertical tracking will not be measured or paid for directly but is considered subsidiary to this Item. 6. PAYMENT The following will not be paid for directly but are subsidiary to pertinent Items: • erosion-control measures for Contractor project-specific locations(PSLs)inside and outside the right of way(such as construction and haul roads,field offices,equipment and supply areas,plants,and material sources); • removal of litter,unless a separate pay item is shown on the plans; • repair to devices and features damaged by Contractor operations; • added measures and maintenance needed due to negligence,carelessness,lack of maintenance,and failure to install permanent controls; • 783 506 • removal and reinstallation of devices and features needed for the convenience of the Contractor; • finish grading and dressing upon removal of the device;and • minor adjustments including but not limited to plumbing posts,reattaching fabric,minor grading to maintain slopes on an erosion embankment feature,or moving small numbers of sandbags. Stabilization of disturbed areas will be paid for under pertinent Items except vertical tacking which is subsidiary. Furnishing and installing pipe for outfalls associated with sediment traps and ponds will not be paid for directly but is subsidiary to the excavation and embankment under this Item. 6.1. Rock Filter Dams.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid as follows: 6.1.1. Installation.Installation will be paid for as"Rock Filter Dams(Install)"of the type specified.This price is full compensation for furnishing and operating equipment,finish backfill and grading,lacing,proper disposal, labor,materials,tools,and incidentals. 6.1.2. Removal.Removal will be paid for as"Rock Filter Dams(Remove)."This price is full compensation for furnishing and operating equipment,proper disposal,labor,materials,tools,and incidentals. When the Engineer directs that the rock filter dam installation or portions thereof be replaced,payment will be made at the unit price bid for"Rock Filter Dams(Remove)"and for"Rock Filter Dams(Install)"of the type specified.This price is full compensation for furnishing and operating equipment,finish backfill and grading, lacing,proper disposal,labor,materials,tools,and incidentals. 6.2. Temporary Pipe Slope Drains.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Temporary Pipe Slope Drains"of the siie specified.This price is full compensation for fumishing materials,removal and disposal,furnishing and operating equipment,labor,tools,and incidentals. Removal of temporary pipe slope drains will not be paid for directly but is subsidiary to the installation Item. When the Engineer directs that the pipe slope drain installation or portions thereof be replaced,payment will be made at the unit price bid for"Temporary Pipe Slope Drains"of the size specified,which is full compensation for the removal and reinstallation of the pipe drain. Earthwork required for the pipe slope drain installation,including construction of the sediment trap,will be measured and paid for under"Earthwork for Erosion and Sediment Control." Riprap concrete or stone,when used as an energy dissipater or as a stabilized sediment trap,will be measured and paid for in accordance with Item 432,"Riprap." 6.3. Temporary Paved Flumes.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Temporary Paved Flume (Install)"or"Temporary Paved Flume(Remove)."This price is full compensation for furnishing and placing materials,removal and disposal,equipment,labor,tools,and incidentals. When the Engineer directs that the paved flume installation or portions thereof be replaced,payment will be made at the unit prices bid for"Temporary Paved Flume(Remove)"and"Temporary Paved Flume(Install)." These prices are full compensation for the removal and replacement of the paved flume and for equipment, labor,tools,and incidentals. Earthwork required for the paved flume installation,including construction of a sediment trap,will be measured and paid for under"Earthwork for Erosion and Sediment Control." 784 506 6.4. Construction Exits.Contractor-required construction exits from off right of way locations or on-right of way PSLs will not be paid for directly but are subsidiary to pertinent Items. The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"for construction exits needed on right of way access to work areas required by the Department will be paid for at the unit price bid for"Construction Exits(Install)"of the type specified or "Construction Exits(Remove)."This price is full compensation for furnishing and placing materials, excavating,removal and disposal,cleaning vehicles,labor,tools,and incidentals. When the Engineer directs that a construction exit or portion thereof be removed and replaced,payment will be made at the unit prices bid for"Construction Exit(Remove)"and"Construction Exit(Install)"of the type specified.These prices are full compensation for the removal and replacement of the construction exit and for equipment,labor,tools,and incidentals. Construction of sediment traps used in conjunction with the construction exit will be measured and paid for under"Earthwork for Erosion and Sediment Control." 6.5. Earthwork for Erosion and Sediment Control. 6.5.1. Initial Earthwork for Erosion and Sediment Control.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Excavation(Erosion and Sediment Control,In Place),""Embankment(Erosion and pediment Control, In Place),""Excavation(Erosion and Sediment Control,In Vehicle),""Embankment(Erosion and Sediment Control,(In Vehicle),"or"Earthwork(Erosion and Sediment Control,In Vehicle)." This price is full compensation for excavation and embankment including hauling,disposal of material not used elsewhere on the project;embankments including furnishing material from approved sources and construction of erosion-control features;and equipment,labor,tools,and incidentals. Sprinkling and rolling required by this Item will not be paid for directly but will be subsidiary to this Item. 6.5.2. Maintenance Earthwork for Erosion and Sediment Control for Cleaning and Restoring Control Measures.The work performed.and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid under a Contractor Force Account Item from invoice provided to the Engineer. This price is full compensation for excavation,embankment,and re-grading including removal of accumulated sediment in various erosion control installations as directed,hauling,and disposal of material not used elsewhere on the project;excavation for construction of erosion-control features;embankments • including furnishing material from approved sources and construction of erosion-control features;and equipment,'labor,tools,and incidentals. Earthwork needed to remove and obliterat&erosion-control features will not be paid for directly but is subsidiary to pertinent Items unless otherwise shown on the plans. Sprinkling and rolling required by this Item will not be paid for directly but will be subsidiary to this Item. 6.6. Construction Perimeter Fence.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid for"Construction Perimeter Fence."This price is full compensation for furnishing and placing the fence;digging,fence posts, wire,and flagging;removal and disposal;and materials,equipment,labor,tools,and incidentals. Removal of construction perimeter fence will be not be paid for directly but is subsidiary to the installation Item.When the Engineer directs that the perimeter fence installation or portions thereof be removed and replaced,payment will be made at the unit price bid for"Construction Perimeter Fence,"which is full compensation for the removal and reinstallation of the construction perimeter fence. 785 506 6.7. Sandbags for Erosion Control.Sandbags will be paid for at the unit price bid for"Sandbags for Erosion Control"(of the height specified when measurement is by the foot).This price is full compensation for materials,placing sandbags,removal and disposal,equipment,labor,tools,and incidentals. ' Removal of sandbags will not be paid for directly but is subsidiary to the installation Item.When the Engineer directs that the sandbag installation or portions thereof be replaced,payment will be made at the unit price bid for"Sandbags for Erosion Control,"which is full compensation for the reinstallation of the sandbags. 6.8. Temporary Sediment-Control Fence.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid as follows: 6.8.1. Installation.Installation will be paid for as"Temporary Sediment-Control Fence(Install)."This price is full compensation for furnishing and operating equipment finish backfill and grading,lacing,proper disposal, labor,materials,tools,and incidentals. 6.8.2. Removal.Removal will be paid for as"Temporary Sediment-Control Fence(Remove)."This price is full • compensation for furnishing and operating equipment,proper disposal,labor,materials,tools,and incidentals. 6.9. Biodegradable Erosion Control Logs.The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit price bid as follows: 6.9.1. Installation.Installation will be paid for as"Biodegradable Erosion Control Logs(Install)"of the size specified.This price is full compensation for furnishing and operating equipment finish backfill and grading, staking,proper disposal,labor,materials,tools,and incidentals. 6.9.2. Removal.Removal will be paid for as"Biodegradable Erosion Control Logs(Remove)."This price is full compensation for furnishing and operating equipment,proper disposal,labor,materials,tools,and incidentals. 6.10. Vertical Tracking.Vertical tracking will not be measured or paid for directly but is considered subsidiary to this Item. 786 508 Item 508 Constructing Detours of Ponsportetlon 1. DESCRIPTION Construct and maintain detours.Remove detours when required. - 2. MATERIALS 2.1. Embankment.Use roadway excavation for embankment material or use material from other approved sources. 2.2. Temporary Drainage Pipe.Furnish pipe required for temporary drainage in accordance with details shown on the plans or as directed.Pipe will become the property of the Contractor upon removal. Temporary use of permanent pipe is allowable if the sequence of work permits.If pipe used temporarily is damaged so that it is not acceptable in accordance with applicable Items,it will not be acceptable for incorporation in the final project.The damaged pipe remains the property of the Contractor. 2.3. Base and Surfacing.Furnish base and surfacing materials in accordance with Items as shown on the plans. 3. CONSTRUCTION Construct the detour at the locations and to the lines,grades,and typical sections shown on the plans or as directed,in accordance with pertinent Items.Maintain detours for public travel in a safe and passable condition.Public traffic safety and convenience is essential.Maintain detours in accordance with Section 7.2.4.,"Public Safety and Convenience";Article 7.18.,"Contractor's Responsibility for Work";and this Item. Remove detours after they are no longer needed for traffic.Removed materials will become the property of the Contractor unless otherwise shown on the plans or directed.Dispose of the materials off the right of way, unless otherwise directed,in accordance with federal,state,and local requirements.If desired,dispose of materials by spreading along the adjacent roadway slopes if allowed.Salvage or stockpile in accordance with pertinent Items if embankment,base,or surfacing is to be reused within the roadway construction or stockpiled for future use. 4. MEASUREMENT This Item will be measured by the square yard of pavement area,or surface area if not paved. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Constructing Detours,"for Constructing Detours by Type as shown on the plans,or for"Constructing Detours(EBSS)."Embankment Base Surface Separate (EBSS)is used when embankment,base,and surface are paid for separately. The price bid for"Constructing Detours"or for Constructing Detours by Type as shown on the plans is full compensation for furnishing all materials required,including embankment,base,and surfacing;excavation and hauling of excavated material;sprinkling and compacting;furnishing,installing,and removing drainage structures;removal of detour;disposal of materials;and equipment,labor,tools,and incidentals. • 787 508 The price bid for"Construction Detours(EBSS)"is full compensation for furnishing,installing,and removing drainage structures;removal of detour;disposal of materials;and equipment,labor,tools,and incidentals, except that embankment,flexible base,and surfacing will be measured and paid for in accordance with other pertinent Items. Maintenance of detours constructed will not be paid for directly but will be subsidiary to this Item. Maintenance of pavement on detours that use existing pavement will be paid for in accordance with Article 7.18.,"Contractor's Responsibility for Work." When the plans require the base and surfacing to be removed and incorporated in the final roadway or stockpiled after use on the detour,the work will be-performed,measured,and paid for in accordance with the pertinent Items shown for salvaging,replacing,or stockpiling materials. • All other items not specifically addressed in this Article will be paid for under pertinent Items unless otherwise shown on the plans. • 788 529 Item 529 Concrete Curb, Gutter, and rDZartment Combined Curb and Gutter °n 1. DESCRIPTION Construct hydraulic cement concrete curb,gutter,and combined curb and gutter. 2. MATERIALS Furnish materials conforming to: ■ Item 360,"Concrete Pavement" • Item 420,"Concrete Substructures" • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcement for Concrete" Use Class A concrete or material specified on the`plans.Use Grade 8 coarse aggregate for extruded Class A concrete.Use other grades if approved. When approved,use fibers meeting the requirements of DMS-4550,"Fibers for Concrete,"to replace reinforcing steel in Class A concrete.Dose fibers in accordance with the Department's MPL of pre-qualified fibers for concrete. 3. -, CONSTRUCTION Provide finished work with a well-compacted mass and a surface free from voids and honeycomb,in the required shape,line,and grade.Round exposed edges with an edging tool of the radius shown on the plans. Mix,place,and cure concrete in accordance With Item 420,"Concrete Substructures."Construct joints at locations shown on the plans.Cure for at least 72 hr. Furnish and place reinforcing steel in accordance with Item 440,"Reinforcement for Concrete." - ' Set and maintain a guideline that conforms to alignment data shown on the.plans,with an outline that conforms to the details shown on the plans.Ensure that changes in curb grade and alignment do not exceed 1/4 in.between any 2 contacts on a 10-ft.straightedge. 3.1. .Conventionally Formed Concrete.Shape and compact subgrade,foundation,or pavement surface to the line,grade,and cross-section shown on the plans.Lightly sprinkle subgrade or foundation material immediately before concrete placement. Pour concrete into forms,and strike off with a template 1/4 to 3/8 in.less than the dimensions of the finished curb unless otherwise approved.After initial set,plaster surface with mortar consisting of 1 part hydraulic cement and 2 parts fine aggregate.Brush exposed surfaces to a uniform texture. Place curbs,gutters,and combined curb and gutters in 50-ft.maximum sections unless otherwise approved. 3.2. Extruded or Slipformed Concrete.Hand-tamp and sprinkle subgrade or foundation material before concrete placement.Provide clean surfaces for concrete placement.Coat cleaned surfaces,if required,with approved adhesive or coating at the rate of application shown on the plans or as directed.Place concrete with approved self-propelled equipment. 789 529 The forming tube of the extrusion machine or the form of the slipform machine must be easily adjustable vertically during the forward motion of the machine to provide variable heights necessary to conform to the established gradeline. Attach a pointer or gauge to the machine so that a continual comparison can be made between the extruded or slipform work and the grade guideline.Other methods may be used when approved. Finish surfaces immediately after extrusion or slipforming. 4. MEASUREMENT This Item will be measured by the foot. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Concrete Curb,""Concrete Curb(Mono),"or "Concrete Curb and Gutter"of the type specified.This price is full compensation for surface preparation of curb foundation,equipment,labor,materials,tools,and incidentals. 790 • 530 Item 530 Intersections, Driveways, and Turnouts , f of DonsporeaHon 1. DESCRIPTION • Construct and pave intersections,driveways,and turnouts.Pave existing intersections,driveways,and turnouts. Intersections are considered to be areas off the travel lanes and shoulders of the Contract highway on the intersecting highway on the state system.The intersecting on-system highway work will be paid for under this Item only when shown on the plans. Driveways are defined as private(residential or commercial)and public(county road and city street)access areas off the travel lanes and shoulders. Turnouts include but are not limited to mailbox and litter barrel widenings. 2. MATERIALS • Furnish materials that meet the following: • Item 247,"Flexible Base" • Item 260,"Lime Treatment(Road-Mixed)" • Item 263,"Lime Treatment(Plant-Mixed)" • Item 275,"Cement Treatment(Road-Mixed)" • Item 276,"Cement Treatment(Plant-Mixed)" • Item 292,"Asphalt Treatment(Plant-Mixed)" • Item 316,"Seal Coat" • Item 330,"Limestone Rock Asphalt Pavement" • Item 334,"Hot-Mix Cold-Laid Asphalt Concrete Pavement" • Item 340,"Dense-Graded Hot-Mix Asphalt(Small Quantity)" ■ Item 360,"Concrete Pavement" • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcement for Concrete" 3. CONSTRUCTION Construct and pave intersections,driveways,and turnouts,and pave existing intersections,driveways,and turnouts as shown on the plans or as directed.Place materials in accordance with construction Articles of pertinent Items.Provide uninterrupted access to adjacent property unless otherwise directed. Ensure that abrupt elevation changes in driveway or turnout areas that serve as sidewalks do not exceed 1/4 in.and that the sidewalk area cross slope does not exceed 2%.Ready-mix concrete and hand finishing will be permitted when concrete pavement is specified unless otherwise shown on the plans for intersections. 4. MEASUREMENT This Item will be measured by the square yard of the final pavement surface. 791 • 530 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Intersections,""Driveways,""Turnouts,""Intersections, Driveways,and Turnouts,"or"Driveways and Turnouts"of the surface specified. This price is full compensation for furnishing and operating equipment;excavation and embankment;base and pavement materials;and labor,materials,tools and incidentals.Drainage structures will be measured and paid for in accordance with the pertinent bid items. • 792 531 Item 531 Sidewalks Ar f of Tionsportation 1. DESCRIPTION Construct hydraulic cement concrete sidewalks. 2. MATERIALS Furnish materials conforming to the following: • Item 360,"Concrete Pavement" • Item 420,"Concrete Substructures" • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcement for Concrete" Use Class A concrete unless otherwise shown on the plans. Use Grade 8 course aggregate for extruded Class A concrete.Use other grades if approved. 3. CONSTRUCTION • Shape and compact subgrade,foundation,or pavement surface to the line,grade,and cross-section shown on the plans.Lightly sprinkle subgrade or foundation material immediately before concrete placement. Hand- tamp and sprinkle foundation when placement is directly on subgrade or foundation materials.Remove and dispose of existing concrete in accordance with Item 104,`Removing Concrete."Provide a clean surface for concrete placement directly on the surface material or pavement. Mix and place concrete in accordance with the pertinent Items.Hand-finishing is allowed for any method of construction.Finish exposed surfaces to a'uniform transverse broom finish surface.Curb ramps must include a detectable warning surface and conform to details shown on the plans. Install joints as shown on the plans. Ensure that abrupt changes in sidewalk elevation do not exceed 1/4 in.,sidewalk cross slope does not exceed 2%,curb ramp grade does not exceed 8.3%,and flares adjacent to the ramp do not exceed 10% slope.Ensure that the sidewalk depth and reinforcement are not less than the driveway cross-sectional details shown on the plans where a sidewalk crosses a concrete driveway. Provide finished work with a well-compacted mass,a surface free from voids and honeycomb,and the required true-to-line shape and grade.Cure for at least 72 hr.in accordance with Item 420,"Concrete Substructures." 3.1. Conventionally Formed Concrete.Provide pre-molded or board expansion joints of the thickness shown on the plans for sidewalk section lengths greater than 8 ft.but less than 40 ft.,unless otherwise directed. Terminate workday production at an expansion joint. 3.2. Extruded or Slipformed Concrete.Provide any additional surface finishing immediately after extrusion or slipforming as required on the plans.Construct joints at locations as shown on the plans or as directed. 4. MEASUREMENT . Sidewalks will be measured by the square yard of surface area.Curb ramps will be measured by the square yard of surface area or by each.A curb ramp consists of the ramp,landing,adjacent flares or side curb,and detectable warning surface as shown on the plans. 793 531 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Concrete Sidewalks"of the depth specified and"Curb Ramps"of the type specified.This price is full compensation for surface preparation of sidewalk foundation; materials;removal and disposal of existing concrete;excavation,hauling and disposal of excavated material; drilling and doweling into existing concrete curb,sidewalk,and pavement;repair of adjacent street or pavement structure damaged by these operations;and equipment,labor,materials,tools,and incidentals. Sidewalks that cross and connect to concrete driveways or turnouts will be measured and paid for in accordance with Item 530,"Intersections,Driveways,and Turnouts." • 794 Item 540 - *5480 Metal Beam Guard Fence 'Texas Department ansportat ion 1. DESCRIPTION Furnish,install,replace,or adjust metal beam guard fence consisting of metal beam rail elements,hardware, blocks,and support posts. 2. MATERIALS Provide samples of metal beam rail elements,terminal sections,bolts,and nuts for compliance testing according to Tex-708-I and Tex-713-I to verify physical and chemical properties meet AASHTO M 180 when directed. Obtain materials at the locations shown on the plans when the plans designate that the Department will furnish materials. 2.1. Metal Beam Rail Elements.Furnish new metal beam rail elements,transitions,anchor sections,and _ terminals that meet the requirements of Table 1 and are from a manufacturer on the Department's MPL of rail element manufacturers. - Type I or II is required,unless otherwise shown on the plans.Base metal for metal beam rail elements must not contain more than 0.04%phosphorous or more than 0.05%sulfur. Warped or deformed rail elements will be rejected. Table 1 Rail Element Requirements Specification AASHTO M 180 Class • A—Base metal nominal thickness 0.105 in. B—Base metal nominal thickness 0.135 in. I—Zinc-coated 1.80 oz.per square foot minimum single-spot. Type II—Zinc-coated 3.60 oz.per square foot minimum single-spot. IV—Weathering Steel(required when shown on the plans): W-Beam Shape Thrie Beam • W-Beam to Thrie Beam Transition Permanently mark each metal beam rail element with the information required in AASHTO M 180.In addition,permanently mark all curved Markings sections of metal beam rail element with the radius of the curved section in the format"R=XX ft."Markings must be on the back of the metal beam rail section away from traffic and visible after erection. • 2.2. Posts.Furnish new round timber,rectangular timber,or rolled steel section posts in accordance with details shown on the plans and the'following requirements: • 2.2.1. Timber Posts.Meet the requirements of DMS-7200,'Timber Posts and Blocks for Metal Beam Guard Fence."Purchase from a manufacturer or supplier on the Department's MPL of timber treating plants and suppliers. 2.2.2. Steel Posts.Provide rolled sections conforming to the material requirements of ASTM A36.Drill or punch posts for standard rail attachment as shown on the plans.Galvanize according to Item 445,"Galvanizing." Low-fill culvert posts may be fabricated as galvanized"blanks"with the rail hole and the final height field 795 540 fabricated.Treat all exposed post surfaces caused by the field fabrication in accordance with Section 445.3.5.,"Repairs." 2.3. Blocks.Furnish new rectangular timber or composite blocks in accordance with details shown on the plans and the following requirements: 2.3.1. Timber.Meet the requirements of DMS-7200 limber Posts and Blocks for Metal Beam Guard Fence." Purchase from a manufacturer or supplier on the Department's MPL of timber treating plants and suppliers. 2.3.2. Composite.Meet the requirements of DMS-7210"Composite Material Posts and Blocks for Metal Beam Guard Fence."Purchase from a manufacturer on the Department's MPL of composite material blocks and posts. 2.4. Fittings.Furnish new fittings(bolts,nuts,and washers)according to the details shown on the plans and galvanized according to Item 445,"Galvanizing." 2.5. Terminal Connectors.Furnish new terminal connectors,where required,meeting the material and galvanizing requirements specified for metal beam rail elements. 2.6. Concrete.Furnish concrete for terminal anchor posts meeting the requirements for Class A concrete as required in Item 421,"Hydraulic Cement Concrete." 2.7. Curb.If indicated in the details,furnish the curb shown with metal beam guard fence transition as required by Item 529,"Concrete Curb,Gutter,and Combined Curb and Gutter." 2.8. Terminal Anchor Posts.Furnish new terminal anchor posts from steel conforming to the material requirements of ASTM A36.Fabricate posts according to Item 441,"Steel Structures."Galvanize terminal anchor posts after fabrication according to Item 445,"Galvanizing." 2.9. Driveway Terminal Anchor Posts.Furnish new terminal anchor posts from steel conforming to the material requirements of ASTM A36.Fabricate posts according to Item 441,"Steel Structures."Galvanize terminal anchor posts after fabrication according to Item 445,"Galvanizing." 2.10. Downstream Anchor Posts.Furnish new terminal anchor posts consisting of new rectangular timber and new steel foundation tubes according to details shown on the plans. 2.11. Downstream Anchor Hardware.Furnish new hardware(brackets,plates,struts,cable,etc.)according to the details shown on the plans and galvanized according to Item 445,"Galvanizing." 2.12. Controlled Released Terminal(CRT)Posts.Furnish new CRT posts according to the details shown on the plans and conforming to the requirements of DMS-7200,"Timber Posts and Blocks for Metal Beam Guard Fence."Purchase from a manufacturer or supplier on the Department's MPL of timber treating plants and suppliers. 3. CONSTRUCTION Install posts and rail elements according to details shown on the plans. 3.1. Posts.Install posts by either drilling or driving. 3.1.1. Drilling.Drill holes and set posts plumb and firm to the line and grade shown.Backfill posts by thoroughly compacting material to the density of adjacent undisturbed material 3.1.2. Driving.Drive posts plumb with approved power hammers(steam,compressed air,vibratory,or diesel)or gravity hammers to the line and grade shown while preventing damage to the post.Use pilot holes when required and approved.Determine the size and depth of pilot holes based on results of the first few posts 796 540 driven.Thoroughly tamp loosened soil around the post,fill voids with suitable material,and thoroughly compact to the density of adjacent undisturbed material. 3.2. Rail Elements.Erect metal beam rail elements to produce a smooth,continuous rail paralleling the line and grade of the roadway surface or as shown on the plans.Bolt rail elements end-to-end and lap splices in the direction of traffic.Field-drill or punch holes in rail elements for special details,only when approved. 3.3. Short Radius.Special rail fabrication with a required radius must be as shown on the plans. 3.4. Terminal Anchor Posts.Embed terminal anchor posts in concrete,unless otherwise shown on the plans. 3.5. Galvanizing Repair.Repair all parts of galvanized steel posts,washers,bolts,and rail elements after erection where galvanizing has become scratched,chipped,or otherwise damaged.Repair in accordance with Section 445.3.5.,"Repairs." 3.6. Guardrail Adjustment.Work includes vertical adjustment,horizontal shift,and overlap of the rail element to meet the detail shown on the plans. 3.7. Curb.If indicated in the details,construct the curb shown with metal beam guard fence transition as required by Item 529,"Concrete Curb,Gutter,and Combined Curb and Gutter." 3.8. Driveway Terminal Anchor Posts.Embed terminal anchor posts in concrete,unless otherwise shown on the plans. 4. MEASUREMENT 4.1. Guard Fence.Measurement will be by the foot of fence.Fence will be measured on the face of the rail in place,from center-to-center of end splice locations. 4.2. Terminal Anchor Sections.Measurement will be by each section,complete in place,consisting of a terminal anchor post and one 25-ft.section of rail element. 4.3. Transitions.Transitions for rail connection will be measured by each transition. 4.4. Short Radius.Measurement will be by the foot to the nearest whole foot along the face of the rail in place, from beginning of radius(first CRT post)to the end of radius. - 4.5. Driveway Terminal Anchor Section.Measurement will be by each section,complete in place,consisting of a driveway terminal anchor post and one 6-ft.section of rail element. 4.6. Downstream Anchor Terminal.Measurement will be by each section,complete in place,consisting of one W-Beam end section,2 downstream anchor posts,and one rail section. 4.7. Long Span System.Measurement will be by the foot of fence. Fence will be measured on the face of the rail,in place,between the first CRT and last CRT posts in the system. 5. PAYMENT The work performed and material furnished in accordance with this Item and measured as provided under "Measurement"will be paid at the unit price bid for"Metal W-Beam Guard Fence"of the post type specified; "Metal Thrie Beam Guard Fence"of the post type specified;'Terminal Anchor Section";"Metal Beam Guard Fence Transition"of the type specified;"Metal W-Beam Guard Fence Adjustment";"Metal Thrie Beam Guard Fence Adjustment";"Terminal Anchor Section Adjustment";"Transition Adjustment";"Short Radius"; "Driveway Terminal Anchor Section;"Downstream Anchor Terminal";or"Metal Beam Guard Fence(Long Span System)."When weathering steel is required,Type IV will be specified. 797 540 Samples furnished to the Department for testing purposes,special backfill materials,and concrete curbs will not be paid directly but are subsidiary to this Item. 5.1. Guard Fence.The price bid for"Metal W-Beam Guard.Fence"or"Metal Thrie Beam Guard Fence"is full compensation for materials,hauling,erection,setting posts in concrete,blocks,driving posts,excavating, backfilling,equipment,labor,tools,and incidentals. . • 5.2. Terminal Anchor Section.When a separate bid item is specified,the price bid for"Terminal Anchor Section"is full compensation for furnishing the rail element,anchor assembly,terminal anchor post,and foundations;installing the rail element anchor assembly and the terminal anchor post and foundations; excavation and backfilling;and equipment,labor,tools,and incidentals. 5.3. Transition.The price bid for"Metal Beam Guard Fence Transition"is full compensation for furnishing nested sections of Thrie Beam;nested sections of W-Beam;Thrie Beam to W-Beam transitional rail piece,posts, concrete,curb,and connections to W-Beam guard fence and bridge rails;Thrie Beam terminal connectors; excavation and backfilling;and equipment,labor,tools,and incidentals. 5.4. Guardrail Adjustment.The.price bid for"Metal W-Beam Guard Fence Adjustment,""Metal Thrie Beam Guard Fence Adjustment,""Terminal Anchor Section Adjustment,"and"Transition Adjustment"is full compensation for furnishing materials not supplied by the Department,drilling holes in posts,hauling, erection,blocks,excavation,backfill,cleaning,salvaging materials,setting rail element anchor assembly and terminal anchor post,removal of rail element,concrete,curb,equipment,labor,tools,and incidentals. 5.5. Short Radius.The price bid for"Short Radius"is full compensation for furnishing special rail fabricated metal beam guard fence,CRT posts,steel posts,sand barrels,end terminal,cable anchor,materials,hauling, erection,blocks,driving posts,excavating,backfilling,equipment,labor,tools,and incidentals. 5.6. Driveway Terminal Anchor Section.The price bid for"Driveway Terminal Anchor Section"is full compensation for furnishing the rail element,driveway anchor assembly,driveway terminal anchor post,and foundations;installing the rail element anchor assembly and the driveway terminal anchor post and foundations;excavation and backfilling;and equipment,labor,tools,and incidentals. 5.7. Downstream Anchor Terminal.The price bid for"Downstream Anchor Terminal"is full compensation for furnishing the rail element,W-Beam end section,guardrail anchor bracket,shelf angle bracket,channel strut, downstream anchor posts,breakaway cable terminal(BCT)cable anchor assembly,and foundations; installing the BCT cable anchor assembly and the downstream anchor post and foundations;excavation and backfilling;and equipment,labor,tools,and incidentals. 5.8. Long Span System.The price bid for"Metal Beam Guard Fence(Long Span System)"is full compensation for furnishing the rail element,CRT posts,materials,hauling,erection,blocks,driving posts,excavating, • backfilling,equipment,labor,tools,and incidentals. • 798 542 Item 542 ►® Removing Metal Beam Guard Fence "Zartment onspormdon 1. DESCRIPTION Remove existing metal beam guard fence and store at locations shown on the plans or as directed. 2. CONSTRUCTION Remove rail elements in original lengths.Remove fittings from the posts and the metal rail and then pull the posts.Do not mar or damage salvageable materials during removal. Completely remove posts and any concrete surrounding the posts.Furnish backfill material and backfill the hole with material equal in composition and density to the surrounding soil unless otherwise directed. • Cut off or bend down deadman eyebolts to an elevation at least 1 ft.below the new subgrade elevation and leave in place along with the deadman. Neatly stack salvaged materials to be retained by the Department at designated sites shown on the plans. Properly dispose of unsalvageable materials in accordance with federal,state,and local regulations. Repair or replace Contractor-damaged salvageable material at the Contractor's expense. 3. MEASUREMENT This Item will be measured by the foot for"Remove Metal Beam Guard Fence"in its original position. Measurement will be made along the face of the rail,in place,including metal beam guard fence transitions, from center-to-center of end posts and from terminal points shown on the plans. When"Remove Terminal Anchor Section"is specified as a separate bid item,measurement will be made for each removed section.A terminal anchor section consists of one post,one 25-ft.rail element,and associated hardware. When"Remove Downstream Anchor Terminal"is specified as a separate bid item,measurement will be made for each removed section.Downstream anchor terminal consists of 2 posts, 1 section,and associated hardware. 4. PAYMENT The work performed and measured as provided under"Measurement"will be paid at the unit price bid for "Remove Metal Beam Guard Fence,""Remove Terminal Anchor Section,"and"Remove Downstream Anchor Terminal."This price will be full compensation for removing materials;loading,hauling,unloading,and storing or disposal;furnishing backfill material;backfilling postholes;and equipment,labor,tools,and incidentals. Removal of curb associated with the metal beam guard fence transitions will not be paid directly but will be subsidiary to this Item. • 799 544 Item 544 Guardrail End Treatments TexoTransportation 1. DESCRIPTION Furnish and install,move,or remove guardrail end treatments. • 2. MATERIALS Furnish new materials from the Department's MPL of rail element manufacturers.Obtain materials at the location shown on the plans when furnished by the Department. 3. CONSTRUCTION Install guardrail end treatments in accordance with manufacturer's assembly and installation requirements and the details shown on the plans.Provide the Engineer with manufacturer's installation and repair manuals specific to the guardrail end treatment. Move or remove guardrail end treatments in accordance with the plans and as directed.Deliver salvageable materials in accordance with the plans or as directed.Dispose of unsalvageable materials in accordance with federal,state,and local regulations. 4. MEASUREMENT This Item will be measured by each guardrail end treatment. 5. PAYMENT The work performed and the materials furnished in accordance with this Item and measured as provided for under"Measurement"will be paid for at the unit price bid for"Guardrail End Treatment(Install)"of the post and type specified where applicable,"Guardrail End Treatment(Move and Reset),"or"Guardrail End Treatment(Remove)."This price is full compensation for foundations,materials,stockpiling,disposal of unsalvageable materials,equipment,labor,tools,and incidentals. Payment for"Guardrail End Treatment(Move and Reset)"will include each guardrail end treatment removed from a stockpile or from an existing location and reset in a new location as detailed on the plans or as directed. Payment for"Guardrail End Treatment(Remove)"will include each guardrail end treatment removed from an existing location and stockpiled at the location designated on the plans,disposed,or as otherwise directed. 800 550 Item 550 Chain Link Fence ArDeiwtxas nl of Agnsporlation 1. DESCRIPTION Furnish,install,remove,repair,or replace chain link fence and gates. 2. MATERIALS Furnish certification from the chain link fence materials manufacturer stating that all fencing materials comply with the requirements of this Item before installation of the fence.Use only new materials. 2.1. General.Furnish materials in accordance with the following: • Item 421,"Hydraulic Cement Concrete,"Class B • Item 445,"Galvanizing" 2.2. Wire Fabric.Provide wire fabric with: • 9 gauge(0.148 in.diameter)steel wire with a minimum breaking strength of 1,290 lb.meeting ASTM A392 Class I or ASTM A491; • mesh size of 2 in.±1/8 in.between parallel wires with at least 7 meshes in a vertical dimension of 23 in. along the diagonals of the openings;and • knuckled selvages at the top and bottom edge of the fabric, unless otherwise shown on the plans. 2.3. Posts.Provide posts of the size and weight shown on the plans.Do not provide rerolled or open-seam posts. Use material for all posts meeting ASTM F1043 Group 1A Regular Grade or Group 1 C High Strength. 2.4. ' Post Caps.Provide malleable iron post caps designed to exclude all moisture.Furnish barbed wire support arms integral with the post caps if barbed wire is shown on the plans.Furnish post caps with an opening for the top rail if top rail is shown on the plans.Post caps must have a 2-in.skirt. 2.5. Gates.Provide gates fabricated from round sections of pipe of the size and weight shown on the plans.Use material for all gate pipes meeting ASTM F1043 Group 1A Regular Grade or Group 1C High Strength.For each gate,include: • corner and tee fittings of malleable iron or pressed steel with means for attaching diagonal bracing members; • hinges of malleable iron allowing a full 180°swing,easily operated by one person; ■ ball-and-socket-type bottom hinges that do not twist or turn from the action of the gate and prevent the closed gate from being lifted off the hinges; • a positive stop that prevents any portion of the gate from swinging over an adjacent traffic lane; • malleable iron pulley systems for roll type gate(only when required); • diagonal braces consisting of 3/8-in,diameter cable with turnbuckles,2 to each gate frame,and,for vehicle gates,a vertical pipe brace of the size and weight shown on the plans at the center of each gate leaf; • latches of malleable iron or steel for single gates with a single-fork latch and padlock eye that will keep the gate closed; • 2 fork latches mounted on a center plunger rod with a padlock eye for double-leaf gates; • holdbacks for each leaf of vehicular gates,with a semi-automatic holdback catch anchored at least 12 in.into a 12-in,diameter by 24-in.deep concrete footing;and 801 550 • ■ a malleable iron center rest,designed to receive the plunger rod anchored as shown on the plans for all double-leaf gates. 2.6. Top Rail.Use material meeting ASTM F1043 Group 1A or 1C for all top rail pipes.Provide 1.660 in.OD top rail manufactured from Group 1A standard weight(Schedule 40)steel pipe weighing 2.27 lb.per foot or from Group 1 C high-strength pipe weighing 1.84 lb.per foot when shown on the plans.Provide pipe in sections at least 18 ft.long joined with outside steel sleeve couplings at least 6 in.long with a minimum wall thickness of 0.70 in.Use couplings designed to allow for expansion of the top rail. 2.7. Tension Wire.Use 7 gauge(0.177-in.)carbon steel wire with a minimum breaking strength of 1,950 lb.for the bottom edge of all fence fabric,and for the top edge of fence fabric when a top rail is not specified. 2.8. Truss Bracing.Provide truss bracing as shown on the plans. 2.9. Cables.Provide 7-wire strand cables manufactured of galvanized annealed steel at least 3/8 in.in diameter. 2.10. Barbed Wire.Provide 3 strands of twisted 12.5 gauge barbed wire with 2-point, 14 gauge barbs spaced approximately 5 in.apart conforming to ASTM A121 or ASTM A585 when specified on the plans. ' 2.11. Barbed Wire Support Arms.Provide support arms at an angle of 45°from vertical,with clips for attaching 3 strands of barbed wire to each support arm and sufficient strength to support a 200-lb.weight applied at the outer strand when barbed wire is specified on the plans. 2.12. Stretcher Bars.Provide stretcher bars made of flat steel at least 3/16 x 3/4 in.and not more than 2 in. shorter than the fabric height.Provide one stretcher bar for each gate and end post and 2 stretcher bars for each corner and pull post. 2.13. Grounds.Provide copper-clad steel rods 8 ft.long with a minimum diameter of 5/8 in.,or other UL-listed ground rods. 2.14. Miscellaneous Fittings and Fasteners.Furnish enough fittings and fasteners to erect all fencing materials in a proper manner.Furnish fittings for posts from pressed or rolled steel,forged steel,malleable iron or wrought iron of good commercial quality spaced as shown on the plans. 2.15. Coatings.Hot-dip galvanize all materials unless specified otherwise in this Item or on the plans.Fabric, tension wire,and barbed wire may be aluminum-coated or alloy-coated if approved.Additionally coat all material except bolts,nuts,washers,and pipe material with thermally fused polyvinyl chloride(PVC)in accordance with ASTM F668,Class 2b,meeting the specified color when shown on the plans. 2.15.1. Fabric. 2.15.1.1. Galvanizing.Hot-dip galvanize in accordance with ASTM A392,Class I. 2.15.1.2. Aluminum Coating.Aluminum-coat in accordance with ASTM A491. 2.15.1.3. Alloy Coating.Coat with zinc-5%aluminum-mischmetal alloy(Zn-5A1-MM)in accordance with ASTM F1345,Class I. 2.15.2. Posts,Braces,and Gates. 2.15.2.1. Standard Weight(Schedule 40)Pipe.Hot-dip galvanize inside and outside according to ASTM F1043 (1.8 oz./sq.ft.galvanized zinc weight). 2.15.2.2. High Strength Pipe.Hot-dip galvanize before or after forming pipe according to ASTM F1043 Group 1 C and. as follows: • Outside—minimum 0.9 oz./sq.ft.galvanized zinc weight with a verifiable polymer overcoat. 802 550 ■ Inside—minimum 0.9 oz./sq.ft.galvanized zinc weight before forming,or minimum 0.3 mils zinc-based coating after forming containing a minimum 90%zinc dust,by weight. 2.15.2.3. Optional Additional Coating.Additionally coat all pipe material with 10 mils minimum thermally fused PVC according to ASTM F1043,meeting the specified color when shown on the plans. , 2.15.3. Fittings,Bolts,and Other Miscellaneous Hardware.Galvanize all fittings,bolts,and miscellaneous hardware in conformance with Item 445,"Galvanizing." 2.15.4. Tension Wire.Zinc-coat tension wire with a minimum coating of 0:80 oz./sq.ft.or aluminum-coat with a minimum coating of 0.30 oz./sq.ft. , 2.15.5. Barbed Wire.Zinc-coat barbed wire in accordance with ASTM A121 (0.80 oz./sq.ft.)or aluminum-coat in accordance with ASTM A585(0.30 oz./sq.ft.). 2.15.6. Pull Cable.Zinc-coat pull cable with a minimum coating of 0.80 oz./sq.ft.of individual-wire surface when tested in conformance with ASTM A116. 3. CONSTRUCTION Erect the chain link fence to the lines and grades established on the plans.Overall height of the fence when erected is the height above the grade shown. • Repair or replace damaged fence or gates.Remove and replace the post and foundation if posts cannot be repaired by straightening.Return all salvageable material to the location shown on the plans when a fence installation is to be removed in its entirety and not replaced.Backfill all postholes with suitable material. Return the salvaged fence fabric in secured rolls not more than 50 ft.long.Dispose of unsalvageable material. 3.1. Clearing and Grading.Clear all brush,rocks,and debris necessary for the installation of this fencing. Stake the locations for corner posts and terminal posts unless otherwise shown on the plans.Follow the finished ground elevations for fencing panels between corner and terminal posts.Level off minor irregularities in the path of the fencing. 3.2. Erection of Posts.Install posts as shown on the plans.Plumb and permanently position posts with anchorages firmly set before fabric is placed.Brace corner and pull posts as shown on the plans. 3.2.1. Post Spacing.Space posts as shown in Table 1. Table 1 Post Spacing and Placement Post Type Required Spacing or Placement Line posts no more than 10 ft.apart Pull posts no more than 500 ft.apart and at each change in direction exceeding 20°vertically Corner posts at each horizontal angle point Install cables on all terminal posts and extend to adjacent posts.Install cables on each side of corner and pull posts with a 3/8-in.drop-forged eye-and-eye or eye-and-clevis turnbuckle unless otherwise shown on the plans. 3.2.2. Postholes.Drill holes for concrete footings for all posts to provide footings of the dimensions shown on the plans. 803 550 Penetrate solid rock by at least 12 in.(18 in.for end,corner,gate,and pull posts)or to plan depth where the rock is encountered before reaching plan depth.Drill holes in the solid rock with a diameter at least 1 in. greater than the outside diameter of the post. Fill the hole in the solid rock with grout consisting of 1 part hydraulic cement and 3 parts clean,well-graded sand after the posts are set and plumbed.If desired,other grouting materials may be used only if approved. Thoroughly work the grout into the hole,leaving no voids.Construct concrete footings from the solid rock to the top of the ground. 3.2.3. Gate Posts.Align the tops of all gate frames with the fencing top tension wire or top rail. Provide vehicular gates that are greater in overall height than the adjacent fencing by the height necessary to extend to within 2 in.of the pavement between the curbs if curbs are shown on the plans. 3.2.4. Concrete Footings.Center posts in their footings.Place concrete and compact by tamping or other approved methods.Machine mix all batches of concrete over 1/2 cu.yd.Hand mixing concrete is allowed on batches under 1/2 cu.yd. Use forms for footings where the ground cannot be satisfactorily excavated to neat lines.Crown the concrete or grout(for solid rock)to carry water from the post. Keep the forms in place for at least 24 hr.Backfill the footing with moistened material as soon as each form is removed,and thoroughly tamp.Cover concrete with at least 4 in.of loose moist material,free of clods and gravel,immediately after placing concrete.No other curing is required. Spread all excess excavated and loose material used for curing neatly and uniformly.Remove excess j concrete and other construction debris from the site. • 3.3. Erection of Fabric.Place the fabric with the cables drawn taut with the turnbuckles after all posts have been permanently positioned and anchorages firmly set.Secure one end and apply enough tension to the other end to remove all slack before making attachments.Cut the fabric and independently attach each span at all • corner posts and pull posts unless otherwise shown on the plans. Follow the finished contour of the site with the bottom edge of fabric located approximately 2 in.above the grade.Grade uneven areas so the maximum distance between the bottom of fabric and ground is 6 in.or less. Fasten fabric at 12 in.intervals to the top and bottom tension wires between,posts.Fasten the fabric in the same manner when top rail is shown on the plans.Fasten the fabric on gate-frames to the top and bottom of the frame at 12 in.intervals.Use steel wire fabric ties of 9 gauge steel or larger.Fasten fabric to terminal posts by steel stretcher bars and stretcher bar bands fitted with carriage bolts and nuts of the size and spacing shown on the plans.Use stretcher bars to fasten end posts,pull posts,corner posts,and gateposts with stretcher bar bands at intervals of no more than 15 in.Attach stretcher bars to terminal posts with 1 x 1/8 in.flat steel bands with 3/8-in.carriage bolts at intervals up to 15 in. 3.4. Electrical Grounds.Provide at least one electrical ground for each 1,000 ft.of fence,located near the center of the run. Provide additional grounds directly under the point where power lines pass over the fence. Vertically drive or drill in the grounding rod until the top of the rod is approximately 6 in.below the top of the ground.Connect a No.6 solid copper conductor to the rod and to the fence by a UL-listed method so that each element of the fence is grounded. 3.5. Repair of Coatings.Repair damaged zinc coating in accordance with Section 445.3.5.,"Repairs." 4. MEASUREMENT Chain link fence will be measured by the foot of fence installed,repaired,replaced,or removed,measured at the bottom of the fabric along the centerline of the fence from center to center of posts,excluding gates. 804 550 Gates will be measured as each gate installed,repaired,replaced,or removed. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Chain Link Fence(Install)"or"Chain Link Fence ' (Repair)"of the height specified or"Chain Link Fence(Remove)"and"Gate(Install)"or"Gate(Repair)"of the type,height,and width of opening specified or"Gate(Remove)."Clearing and grading for fencing and gates will not be paid for directly but is subsidiary to this Item. 5.1. Chain Link Fence(Install).This price is full compensation for furnishing and installing fencing,except gates; cleaning,grading,and backfilling;removing and disposing of surplus material;and equipment,labor,tools, and incidentals. 5.2. Chain Link Fence(Repair).This price is full compensation for furnishing materials;repairing or replacing fencing,except gates;cleaning,grading,and backfilling;removing and disposing of surplus or damaged material;and equipment,labor,tools,and incidentals. 5.3. Chain Link Fence(Remove).This price is full compensation for removing all fencing,except gates; cleaning,grading,and backfilling;removing and disposing of surplus material;and equipment,labor,tools, and incidentals. 5.4. Gate(Install).This price is full compensation for installing gate and for providing materials,center anchorages,equipment,labor,tools,and incidentals. 5.5. Gate(Repair).This price is full compensation for repairing or replacing gate and for furnishing materials; removing and disposing of damaged materials;and equipment,labor,tools,and incidentals. 5.6. Gate(Remove).This price is full compensation for removing gate and for materials,equipment,labor,tools, and incidentals. 805 556 Item 556 Pipe Underdrains , nt of Transpo Transportation 1. DESCRIPTION Install pipe underdrains. 2. MATERIALS - 2.1. Pipe.Furnish the types and sizes of pipe specified on the plans.Use only one type of pipe for any underdrain system on the project.Use perforated pipe in areas to be drained,and use non-perforated pipe between the perforated pipe and the outfall. • 2.1.1. Type 1.Corrugated steel pipe(CSP)conforming to any type specified in AASHTO M 36,fabricated from corrugated galvanized sheet. 2.1.2. Type 2.Corrugated aluminum pipe conforming to AASHTO M 196,Type I or IA,fabricated from corrugated sheet. 2.1.3. Type 3.Bituminous-coated corrugated steel pipe conforming to the requirements of Type 1 and uniformly coated inside and out with a minimum thickness of 0.05 in.of bituminous material meeting the requirements of Table 1 when tested in accordance with ASTM A849,Material Class A or Material Class PA. Table 1 Requirements of Bituminous Material Test Requirements Solubility,%by wt.,in trichloroethylene 99.5 Min Brittleness Pass _ Flow,in. 0.25 Max .2.1.4. Type 4.Bituminous-coated corrugated aluminum pipe conforming to the requirement of Type 2 and uniformly coated inside and out with a minimum thickness of 0.05 in.of bituminous material meeting the requirements of Table 1 when tested in accordance with ASTM A849,Material Class A or Material Class PA. 2.1.5. Type 5.Acrylonitrile-butadiene-styrene(ABS)pipe conforming to ASTM D2751,SDR-35.Perforations must meet the requirements of AASHTO M 278. 2.1.6. Type 6.Corrugated polyethylene plastic tubing conforming to AASHTO M 252. 2.1.7. Type 7.Corrugated polyvinyl chloride(PVC)pipe conforming to ASTM F949. 2.1.8. Type 8.Smooth-wall PVC pipe conforming to AASHTO M 278,Class PS 46. 2.1.9. Type 9.As shown on the plans. 2.2. Filter Material.Furnish hard,durable,and clean sand,gravel,crushed stone,or crushed shell meeting the gradation b9 percent weight specified in Table 2 unless otherwise shown on the plans.Filter material must be free of clay balls or other organic or deleterious matter as determined by Tex-413-A.Do not furnish crushed limestone unless shown on the plans.Use only,one type of filter material for any underdrain system on a project. 806 556 Table 2 Percent Retained on Sieve(Tex-401-A) Sieve Size Type A Type B Type C Type D 1-1/2" - - 0-10 3/4" - 0-10 20-40 3/8" 15-35 - -. #4 0-10 35-55 40-60 0-5 #8 0-20 #16 15-50 #20 35-651 35-651 35-651 #30 40-75 #50 75-1001 75-1001 75-1001 70-90 #100 90-100 1. Of the portion finer than No.4 sieve. Loss by decantation as determined by Tex-406-A must not exceed 1%of the material retained on a No.4 sieve or 4%of the material passing a No.4 sieve.Use Type B or Type C filter material around the underdrains unless otherwise shown on the plans.Do not place Type A or Type D filter material within 6 in. of perforations. 2.3. Filter Fabric.Meet DMS-6200,"Filter Fabric,"Type 1. 2.4. Riprap.Provide concrete riprap in accordance with Item 432,"Riprap,"when required. 3. CONSTRUCTION Begin excavation of the trench at the outfall and proceed toward its upper end,following the lines and grades shown on the plans or as directed.Hold the minimum horizontal limits of excavation for filter material to the dimensions shown in Table 3 or as shown on the plans. Table 3 Minimum Horizontal Limits of Excavation for Filler Material Depth of Trench(ft.) Distance Outside Neat Lines of Pipe Underdrains(ft.) 0to6 1.00 Over 6to10 1.50 Over 10 to 15 2.00 ' Over 15 2.50 Place filter fabric in the bottom and sides of the trench in areas to be drained before placing pipe or filter material,as shown in Figure 1.Provide enough width of fabric to overlap on top of the filter material.Center perforated pipe in the excavated ditch with the perforations below the horizontal axis.Join the pipe with appropriate couplers if required.Join plastic pipe in accordance with the manufacturer's recommendations. Do not use tarpaper strips.Obtain approval for pipe placement before placing filter material. Place filter material at least 12 in,above the bottom of the pipe or as shown on the plans.Do not allow filter material to displace the pipe. Lap filter fabric over the top of the filter material after placing pipe and filter material according to the manufacturer's recommendation or as shown on the plans. • • 807 556 / Filter Material Filter Fabric / Perforations /// / i / / (j/ / /r / i / / Trench Figure 1 Installation Process Install non-perforated pipe sections between the perforated pipe and the outfall.The sections of non- perforated pipe do not require filter fabric or filter material. Place approved plugs in the upper ends of all pipe.Cover exposed outfall ends with 1/2-in.galvanized hardware cloth as directed.Provide Class B concrete riprap,when required,in accordance with Item 432, "Riprap,"and details shown on the plans.Place the riprap to the contour and grade of the embankment slope.Cut the pipe to the slope of the riprap. Backfill the remainder of the trench with suitable material in layers not to exceed 6 in. 4. MEASUREMENT This Item will be measured by the foot along the top of the pipe and will include the length of elbows,Y's,T's, and other branches. 5._ PAYMENT The work performed and material furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Pipe Underdrains"of the pipe type and size specified. This price is full compensation for pipe,couplers,plugs,screens,filter material,filter fabric,riprap, excavation,backfill,equipment,labor,materials,tools,and incidentals. • Protection methods for excavations deeper than 5 ft.will be measured and paid for in accordance with Item 402,"Trench Excavation Protection." 808 560 Item 560 ►-® Mailbox Assemblies i? nspo,taflon 1. DESCRIPTION Install,remove,temporarily relocate,or replace mailbox assemblies of the type specified. 2. MATERIAL Furnish mailbox assemblies in accordance with the plans.An assembly does not include the mailbox unless shown otherwise on the plans.Provide new mailbox assemblies for permanent installations. 3. CONSTRUCTION Temporarily relocate mailbox assemblies as shown on the plans or as directed. Furnish and install approved mailbox assemblies and mount mailboxes on those assemblies.Maintain mailbox assemblies in a serviceable condition.Furnish and install additional mailbox assemblies as directed.Relocate mailbox and assemblies to permanent locations upon completion of construction work. 4. MEASUREMENT This Item will be measured by each permanent mailbox assembly installed. 5. PAYMENT The work performed,materials furnished,and measured according to"Measurement"will be paid at the unit price bid for"Mailbox Installation(Single),"of the type specified;"Mailbox Installation(Double),"of the type specified;or"Mailbox Installation(Multiple),"of the type specified.This price is full compensation for installing mailboxes and reflectors in permanent locations,materials,equipment,labor,tools,and incidentals. Removing existing or installing and moving temporary mailbox assemblies will not be paid directly but will be subsidiary to pertinent Items. • • 809 618 Item 618 Conduit J ! JOII 1. DESCRIPTION Furnish and install conduit. 2. , MATERIALS Provide new materials that comply with the details shown on the plans,the requirements of this Item,and the pertinent requirements of the following Items: • Item 400,"Excavation and Backfill for Structures" • Item 476,"Jacking, Boring,or Tunneling Pipe or Box" When specified on the plans,provide: it rigid metal conduit(RMC); • intermediate metal conduit(IMC); • electrical metallic tubing(EMT); • polyvinyl chloride(PVC)conduit; • high density polyethylene(HDPE)conduit; • liquidtight flexible metal conduit(LFMC);or • liquidtight flexible nonmetallic conduit(LFNC). Furnish conduit from new materials in accordance with DMS-11030,"Conduit." Provide prequalified conduit from the Department's MPL.When required by the Engineer,notify the Department in writing of selected materials from the MPL intended for use on each project. Provide other types of conduit not on the MPL that comply with the details shown on the plans and the NEC. Fabricate fittings such as junction boxes and expansion joints from a material similar to the connecting conduit,unless otherwise shown on the plans.Use watertight fittings.Do not use set screw and pressure-cast fittings.Steel compression fittings are permissible.When using HDPE conduit,provide fittings that are UL-listed as electrical conduit connectors or thermally fused using an electrically heated wound wire resistance welding method. Use red 3-in.4-mil polyethylene underground warning tape that continuously states"Caution Buried Electrical Line Below." 3. CONSTRUCTION Perform work in accordance with the details shown on the plans and the requirements of this Item. Use established industry and utility safety practices when installing conduit located near underground utilities.Consult with the appropriate utility company before beginning work. Install conduit a minimum of 18 in.deep below finished grade unless otherwise shown on the plans.Meet the requirements of the NEC when installing conduit.Secure and support conduit placed for concrete encasement in such a manner that the alignment will not be disturbed during placement of the concrete.Cap ends of conduit and close box openings before concrete is placed. 810 618 Ream conduit to remove burrs and sharp edges.Use a standard conduit cutting die with a 3/4-in.taper per foot when conduit is threaded in the field.Fasten conduit placed on structures with conduit straps or hangers as shown on the plans or as directed.Fasten conduit within 3 ft.of each box or fitting and at other locations shown on the plans or as directed.Use metal conduit clamps that are galvanized malleable or stainless steel unless otherwise shown on the plans. Use 2-hole type clamps for 2-in.diameter or larger conduit. Fit PVC and HDPE conduit terminations with bushings or bell ends.Fit metal conduit terminations with a grounding type bushing,except conduit used for duct cable casing that does not terminate in a ground box and is not exposed at any point.Conduit terminating in threaded bossed fittings does not need a bushing. Before installation of conductors or final acceptance,pull a properly sized mandrel or piston through the conduit to ensure that it is free from obstruction.Cap or plug empty conduit placed for future use. Perform trench excavation and backfilling as shown on the plans or as directed,and in accordance with Item 400,.•"Excavation and Backfill for Structures."Excavation and backfilling will be subsidiary to the installation of the conduit. Jack and bore as shown on the plans or as directed,and in accordance with.Item 476,"Jacking, Boring,or Tunneling Pipe or Box." Place warning tape approximately 10 in.above trenched conduit.Where existing surfacing is removed for placing conduit,repair by backfilling with material equal in composition and density to the surrounding areas and by replacing any removed surfacing,such as asphalt pavement or concrete riprap,with like material to equivalent condition. Mark conduit locations as directed. 4. MEASUREMENT This Item will be measured by the foot of conduit. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Conduit"of the type and size specified and the installation method specified as applicable.This price is full compensation for furnishing and installing conduit;hanging,strapping,jacking,boring,tunneling,trenching,and furnishing and placing backfill; encasing in steel or concrete;replacing pavement structure,sod,riprap,curbs,or other surface;marking location of conduit(when required);furnishing and installing fittings,junction boxes,and expansion joints; and materials,equipment,labor,tools,and incidentals. Flexible conduit will not be paid for directly but will be subsidiary to pertinent Items.Unless otherwise shown on the plans,no payment will be allowed under this Item for conduit used on electrical services or in foundations. - 811 620 Item 620 Electrical Conductors FTlidfl 1. DESCRIPTION Furnish and install electrical conductors,except conductors specifically covered by other Items. I J 2. MATERIALS Provide new materials that comply with the details shown on the plans and the requirements of this Item.Use stranded insulated conductors that are rated for 600 volts;approved for wet locations;and marked in accordance with UL,NEC,and CSA requirements.Furnish electrical conductors in accordance with • DMS-11040,"Electrical Conductors." Provide prequalified electrical conductors from the Department's MPL.When required by the Engineer,notify the Department in writing of selected materials from the MPL intended for use on each project. Ensure all grounding conductors size 8 AWG and larger are stranded,except for the grounding electrode conductor at the electrical service,which will be a solid conductor. Use white insulation for grounded(neutral)conductors,except grounded conductors size 4 AWG and larger may be black with white tape marking at every accessible location.Do not use white insulation or marking for any other conductor except control wiring specifically shown on the plans. Ensure insulated grounding conductors are green except insulated grounding conductors size 4 AWG and larger may be black with green tape marking at every accessible location.Do not use green insulation or marking for any other conductor except control wiring specifically shown on the plans. 3. • CONSTRUCTION Perform work in accordance with the details shown on the plans and the requirements of this Item. Splice conductors only in junction boxes,ground boxes,and transformer bases,and in poles and structures at the handholes.Splice as shown on the plans.Do not exceed the manufacturer's recommended pulling tension.Use lubricant as recommended by the manufacturer.Install conductors in accordance with the NEC. Make insulation resistance tests on the conductors before making final connections,and ensure each continuous run of insulated conductor has a minimum DC resistance of 5 megohms when tested at 1,000 volts DC.The Engineer may require verification testing of all or part of the conductor system.The Engineer will witness these verification tests.Replace conductors exhibiting an insulation resistance of less than 5 megohms at no additional cost to the Department. 4. MEASUREMENT This Item will be measured by the foot of each single conductor. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 812 620 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Electrical Conductors"of the types and sizes specified.This price is full compensation for furnishing,installing,and testing electrical conductors;furnishing and installing breakaway connectors;and for materials,equipment,labor,tools,and incidentals,except: • conductors used in connecting the components of electrical services will be paid for under Item 628, "Electrical Services"; • conductors inside roadway illumination assemblies will be paid for under Item 610,"Roadway Illumination Assemblies"; • conductors inside of traffic signal pole assemblies will be paid for under this Item;and ■ conductors used for internal wiring of equipment will not be paid for directly but will be subsidiary to pertinent Items. • 813 621 Item 621 Tray Cable T 1 Air Tisnsporletion 1. DESCRIPTION Furnish and install tray cable. 2. MATERIALS Provide new materials that comply with the details shown on the plans and meet the requirements of Item 620,"Electrical Conductors." Furnish tray cable from new materials in accordance with DMS-11050,"Tray Cable." Provide prequalified tray cable from the Department's MPL.When required by the Engineer,notify the Department in writing of selected materials from the MPL intended for use on each project. 3. CONSTRUCTION • Perform work in accordance with the details shown on the plans and the requirements of this Item. Provide an additional 5 ft.of,cable coiled in each ground box when installing cable in underground conduit. Splice tray cable conductors only at locations shown on the plans.Obtain the Engineer's written approval for each splice.Ensure allowed splices are watertight.Test the cable's conductors after installation and before any connection.Remove and replace tray cable exhibiting a DC insulation resistance of less than 5 megohms at 1,000 volts DC at no additional cost to the Department. ' 1 4. MEASUREMENT This Item will be measured by the foot of tray cable. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under 'Measurement"will be paid for at the unit price bid for"Tray Cable"of the types and sizes specified.This price is full compensation for furnishing and installing materials and for equipment,labor,tools,and incidentals. 814 622 • Item 622 Duct Cable ,ipon 1. DESCRIPTION Furnish and install duct cable consisting of a complete assembly of conductors enclosed in a high density polyethylene conduit. 2. MATERIALS Provide new materials that comply with the details shown on the plans,with conductors that meet the material requirements of Item 620,"Electrical Conductors.".Furnish duct cable from new materials in accordance with DMS-11060,"Duct Cable." Provide prequalified duct cable from the Department's MPL.When required by the Engineer,notify the Department in writing of selected materials from the MPL intended for use on each project. Ensure the complete assembly is packaged on reels with sufficient diameter to prevent permanent set or damage to the duct cable.Ensure each reel is clearly and durably marked to show the voltage rating,type of insulation,number of conductors,conductor size,length,duct size,and either the name or the trademark of the manufacturer. 3. ,CONSTRUCTION Perform work in accordance with the details shown on the plans and the requirements of this Item. Use established industry and utility safety practices when installing duct cable located near underground utilities.Consult with the appropriate utility company before beginning work. Install duct cable by open trench methods in accordance with the NEC.Backfill the trench in accordance with Item 400,"Excavation and Backfill for Structures,"except for measurement and payment.When removal of existing pavement or concrete surface is allowed,backfill with material equal in composition and density to the surrounding area and replace removed surfacing,such as asphalt pavement or concrete riprap,with like material to equivalent condition or as shown on the plans. S Splicing the duct is not allowed.Make all connections in ground boxes or pole bases.Form bends with large radii to provide free movement of conductors.After installation,demonstrate the conductors can move freely. Duct cable that has been kinked or in which the conductors cannot move freely is not acceptable and will be repaired or replaced at no cost to the Department.Splice conductors and test insulation in accordance with Item 620,"Electrical Conductors." 4. MEASUREMENT This Item will be measured by the foot of duct cable. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 815 622 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Duct Cable"of the types and sizes specified.This • price is full compensation for furnishing and installing all duct cable;excavating and backfilling the trenches; replacing riprap,pavement structure,topsoil,sod';or other surface;testing insulation resistance;and materials,equipment,labor,tools,and incidentals. • , 816 624 .Item 624 Ground Boxes 1 D rtrnenf of IhmsporfeHon 1. DESCRIPTION si Installation.Construct,furnish,and install ground boxes complete with lids. • Removal.Remove existing ground boxes. 2. MATERIALS Provide new materials that comply with the details shown on the plans,the requirements of this Item,and the pertinent requirements of the following items: ■ Item 420,"Concrete Substructures" • Item 421,"Hydraulic Cement Concrete" • Item 432,"Riprap" • Item 440,"Reinforcement for Concrete" • Item 618,"Conduit" , • Item 620,"Electrical Conductors" Provide fabricated precast polymer concrete ground boxes in accordance with DMS-11070,"Ground Boxes." Provide prequalified ground boxes from the Department's MPL.When required by the Engineer,notify the Department in writing of selected materials from the MPL intended for use on each project. Provide other precast or cast-in-place ground boxes that comply with the details shown on the plans. 3. CONSTRUCTION Perform work in accordance with the details shown on the plans and the requirements of this Item. Use established industry and utility safety practices when installing or removing ground boxes located near underground utilities.Consult with the appropriate utility company before beginning work. 3.1. Installation.Fabricate and install ground boxes in accordance with the details,dimensions,and requirements shown on the plans.Install ground box to approved line and grade. Construct precast and cast-in-place concrete ground boxes in accordance with Item 420,"Concrete Substructures,"and Item 440,"Reinforcement for Concrete." Construct concrete aprons as shown on the plans and in accordance with Item 432,"Riprap,"and Item 440, "Reinforcement for Concrete." 3.2. Removal.Remove existing ground boxes and concrete aprons to at least 6 in.below the conduit level. Uncover conduit to a sufficient distance so that 90 degree bends can be removed and conduit reconnected. Clean the conduit in accordance with Item 618,"Conduit."Replace conduit within 5 ft.of the ground box. Remove old conductors and install new conductors as shown on the plans.Backfill area with material equal in composition and density to the surrounding area.Replace surfacing material with similar material to an equivalent condition. 4. MEASUREMENT This Item will be measured by each ground box installed complete in place or each ground box removed. 817 624 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "- "Measurement"will be paid for at the unit price bid for"Ground Box"of the types and sizes specified and for "Remove Ground Box." 5.1. Installation.This price is full compensation for excavating and backfilling;constructing,furnishing,and installing ground boxes and concrete aprons;and material,equipment,labor,tools,and incidentals.All wiring connections required inside the ground box will be considered subsidiary to this bid item.Conduit will be paid for under Item 618,"Conduit."Electrical conductors will be paid for under Item 620,"Electrical Conductors." 5.2. Removal.This price is full compensation for removing and disassembling ground boxes and concrete aprons;excavating,backfilling,and surface placement;removing old conductors;disposal of unsalvageable materials;and materials,equipment,labor,tools,and incidentals.Cleaning of conduit is subsidiary to this Item.Conduit replaced within 5 ft.of the ground box will be subsidiary to this Item.Additional conduit will be paid for under Item 618,"Conduit."Installation of conductors will be paid for under Item 620,"Electrical Conductors." i i 818 628 Item 628 Electrical Services , r t of TionspormNon 1. DESCRIPTION • Installation.Furnish and install electrical services. • Relocation.Relocate existing electrical services. • Removal.Remove existing electrical services. 2. MATERIALS Provide materials that comply with the details shown on the plans,the requirements of this,Item,and the pertinent requirements of the following Items: • Item 441,"Steel Structures" ■ Item 445,"Galvanizing" ■ Item 449,"Anchor Bolts" • Item 618,"Conduit" • Item 620,"Electrical Conductors" ■ Item 627,"Treated Timber Poles" • Item 656,"Foundations for Traffic Control Devices" For the installation of electrical services,use new materials that meet the requirements of the NEC,UL,CSA, and NEMA,and are in accordance with DMS-11080,"Electrical Services." Provide prequalified electrical services prequalified from the Department's MPL.When required by the Engineer,notify the Department in writing of selected materials from the MPL intended for use on each project. 3. CONSTRUCTION Perform work in accordance with the details shown on the plans and the requirements of this Item.Use established industry and utility safety practices when installing,relocating,or removing electrical services located near overhead or underground utilities.Consult with the appropriate utility company before beginning work. 3.1. Installation.Furnish and install electrical service equipment. Ensure components of the electrical service meet the requirements of the Electrical Detail Standards.Follow NEC and local utility company requirements when installing the electrical equipment.Coordinate the utility companies'work for providing service. 3.2. Relocation.Coordinate relocation with the appropriate utility company before beginning work.Remove existing electrical service according to"Removal"under this Item. Reinstall existing electrical service according to"Installation"of this Item.Replace or add circuit breakers as noted on the.plans. 3.3. Removal.Coordinate removal with the appropriate utility company before beginning work.Before the removal of the electrical service,disconnect and isolate any existing electrical service equipment in accordance with the utility company's requirements. Remove existing electrical service support a minimum of 2 ft.below finish grade unless otherwise shown on the plans.Repair the remaining hole by backfilling with material equal in composition and density to the surrounding area.Replace any surfacing such as asphalt pavement or concrete riprap with like material to equivalent condition. 819 628 Disconnect conductors and remove them from the conduit.Cut off all protruding conduit 6 in.below finished grade.Abandoned conduit need not be removed unless shown on the plans. Reconnect conductors and conduit to be reused when shown on the plans.Make all splices in ground boxes unless otherwise shown on the plans. Accept ownership of unsalvageable materials,and dispose of them in accordance with federal,state,and local regulations. 4. MEASUREMENT This Item will be measured by each electrical service installed,relocated,or removed. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Electrical Services"of the types specified,"Relocate Electrical Services,"or"Remove Electrical Services." 5.1. Installation.This price is full compensation for paying all fees,permits,and other costs;making arrangements with the utility company for all work and materials provided by the utility company;furnishing, installing,and connecting all components including poles,service supports,foundations,anchor bolts,riprap, enclosures,switches,breakers,service conduit(from the service equipment including the elbow below ground),fittings,service conductors(from the service equipment including the elbow below ground), brackets,bolts,hangers,hardware;and materials,equipment,labor,tools,and incidentals. Costs for utility-owned power line extensions,connection charges,meter charges,consumption charges,and other charges will be paid for by the Department.The Department will reimburse the Contractor the amount billed by the utility plus an additional 5%of the invoice cost will be paid for labor,equipment,administrative costs,superintendence,and profit. 5.2. Relocation.This price is full compensation for disconnecting and isolating the existing electrical service; relocating the service supports;new service support foundation;backfilling holes;paying all fees,permits, and other costs;making arrangements with the utility company for all work and materials provided by the utility company;removing,disconnecting,installing,and connecting all components including poles,service supports,foundations,anchor bolts,riprap,enclosures,switches,breakers,service conduit(from the service equipment including the elbow below ground),fittings,service conductors(from the service equipment including the elbow below ground),brackets,bolts,hangers,hardware;and materials,equipment,labor, tools,and incidentals. Costs for utility-owned power line extensions,connection charges,meter charges,consumption charges,and other charges will be paid for by the Department.The Department will reimburse the Contractor the amount billed by the utility plus an additional 5%of the invoice cost will be paid for labor,equipment,administrative costs,superintendence,and profit. 5.3. Removal.This price is full compensation for coordinating with the utility company to disconnect and isolate the electrical service;removing the service supports;backfilling holes;and materials,equipment,labor,tools, and incidentals. '- 820 636 • Item 636 Signs ,a nt of iransportstlon 1. DESCRIPTION • • Installation.Furnish,fabricate,and erect aluminum signs.Sign supports are provided for under other Items. • Replacement.Replace existing signs on existing sign supports. • Refurbishing.Refurbish existing aluminum signs on existing sign supports. 2. MATERIALS 2.1. Sign Blanks.Furnish sign blank substrates in accordance with DMS-7110,"Aluminum Sign Blanks,"and in accordance with the types shown on the plans.Use single-piece sheet-aluminum substrates for Type A (small)signs and extruded aluminum substrates for Type G(ground-mounted)or Type 0(overhead- mounted)signs. 2.2. Sign Face Retroreflectorization.Retroreflectorize the sign faces with flat surface reflective sheeting. Furnish sheeting that meets DMS-8300,"Sign Face Materials."Use retroreflective sheeting from the same manufacturer for the entire sign face background.Ensure that sign legend,symbols,borders,and background exhibit uniform color,appearance,and retroreflectivity when viewed both day and night. 2.3. Sign Messages.Fabricate sign messages to the sizes,types,and colors shown on the plans.Use sign message material from the same manufacturer for the entire message of a sign.Use screen ink and background reflective sheeting that are from the same manufacturer when fabricating signs. • Ensure that the screened messages have clean,sharp edges and exhibit uniform color and retroreflectivity.Prevent runs,sags,and voids.Furnish screen inks in accordance with DMS-8300,"Sign Face Materials." • Fabricate colored,transparent film legend,and retroreflectorized sheeting legend from materials that meet DMS-8300,"Sign Face Materials." • • 'Fabricate non-reflective black film legend from materials meeting DMS-8300,"Sign Face Materials." • Furnish direct-applied route markers and other attachments within the parent sign face unless otherwise specified on the plans. 2.4. Hardware.Use galvanized steel;stainless steel,or dichromate-sealed aluminum for bolts,nuts,washers, lock washers,screws,and other sign assembly hardware.Use plastic or nylon washers to avoid tearing the reflective.sheeting.Furnish steel or aluminum products in accordance with DMS-7120,"Sign Hardware." When dissimilar metals are used,select or insulate metals to prevent corrosion. 3. CONSTRUCTION 3.1. Fabrication.Sign fabrication plants that produce permanent highway signs must be approved in accordance with DMS-7390,"Permanent Highway Sign Fabrication Plant Qualification."Furnish signs from prequalified fabrication plants listed in the Departments MPL. 3.1.1. Sign Blanks.Furnish sign blanks to the sizes and shapes shown on the plans and that are free of buckles, warps,burrs,dents,cockles,or other defects.Do not splice individual extruded aluminum panels. • • 821 636 Complete the fabrication of sign blanks,including the cutting and drilling or punching of holes,before cleaning and degreasing.After cleaning and degreasing,ensure the substrate does not come into contact with grease,oils,or other contaminants before the application of the reflective sheeting. i 3.1.2. - Sheeting Application.Apply sheeting to sign blanks in conformance with the sheeting manufacturer's recommended procedures. When using rotational sensitive white sheeting,fabricate signs by applying the sheeting for cut-out legend, symbols,borders,and route marker attachments within the parent sign face with the identification marks or other orientation features in the optimum rotation as identified by the sheeting manufacturer. Clean and prepare the outside surface of extruded aluminum flanges in the same manner as the sign panel face. Minimize the number of splices in the sheeting.Overlap the lap-splices by at least 1/4 in.for encapsulated glass bead sheeting unless otherwise recommended by the reflective sheeting manufacturer.Use butt splices for prismatic reflective sheeting.Provide a 1 ft.minimum dimension for any piece of sheeting.Do not splice sheeting for signs fabricated with transparent screen inks or colored transparent films. 3.1.3. Sign Assembly.Assemble extruded aluminum signs in accordance with the details shown on the plans. Sign face surface variation must not exceed 1/8 in.per foot.Surface misalignment between panels in multi- panel signs must not exceed 1/16 in.at any point. 3.1.4. Decals.Code and apply sign identification decals in accordance with Item 643,"Sign Identification Decals." 3.2. 'Storage and Handling.Ship,handle,and store completed sign blanks and completed signs so that corners, edges,and faces are not damaged.Damage to the sign face that is not visible when viewed at a distance of 50 ft.,night or day,will be acceptable.Replace unacceptable signs. Store all finished signs off the ground and in a vertical position until erected.Store finished sheet aluminum substrate signs in a weatherproof building.Extruded aluminum substrate signs may be stored outside. Stockpile salvageable materials at the location shown on the plans or as directed.Accept ownership of unsalvageable materials and dispose of them in accordance with federal,state,and local regulations. 3.3. Cleaning.Wash completed signs in the fabrication shop with a biodegradable cleaning solution acceptable to the manufacturers of the sheeting,colored transparent film,and screen ink to remove grease,oil,dirt, smears,streaks,finger marks,and other foreign material.Wash again before final inspection after erection. 3.4. Installation.Install signs as shown on the plans or as directed. 3.5. Replacement.Remove the existing signs from the existing supports and replace with new signs,including mounting hardware,as shown on the plans. 3.6.. Refurbishing.Refurbish existing signs by providing and installing new messages,and mounting hardware. Install new retroreflectorized legend and supplemental signs as shown on the plans. 3.7. Documentation.Provide the following documentation from the sign fabricator with each shipment of furnished signs: • A notarized original of the Signing Material Statement(Form 2273)with,the proper attachments for verification of compliance,and • A notarized certification stating that the completed signs were fabricated in accordance with this Item and the plans. 822 , 636 4. MEASUREMENT Signs installed or replaced will be measured by the square foot of the sign face.Signs refurbished will be measured by each sign. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT . The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Aluminum Signs,""Replacing Existing Aluminum Signs,"or"Refurbishing Aluminum Signs,"of the type specified. 5.1. Installation.This price is full compensation for furnishing and installing new signs and hardware;fabrication of sign panels;treatment of sign panels required before application of the background materials;application of the background materials and messages to the sign panels;furnishing and fabricating frames,wind beams and stiffeners;furnishing bolts,rivets,screws,fasteners,clamps,brackets,and sign support connections; assembling and erecting the signs;preparing and cleaning the signs;and materials,equipment,labor,tools, and incidentals. 5.2. Replacement.This price is full compensation for furnishing and installing new aluminum signs and hardware;removal of existing signs;fabrication of sign panels;treatment of sign panels required before application of the background materials;application of the background materials and messages to the sign panels;furnishing and fabricating frames,wind beams and stiffeners;furnishing bolts,rivets,screws, fasteners,clamps,brackets,and sign support connections;assembling and erecting the signs;preparing and cleaning the signs;salvaging and disposing of unsalvageable materials;and materials,equipment,labor, tools,and incidentals. 5.3. Refurbishing.This price is full compensation for modifying existing sign messages;removing and replacing existing route markers,reflectorized legend,or supplemental signs attached to the parent sign;preparing and cleaning the signs;furnishing sheeting and hardware;salvaging and disposing of unsalvageable materials; and materials,equipment,labor,tools,and incidentals. 823 644 Item 644 Small Roadside Sign Assemblies, FEatLon 1. DESCRIPTION • Installation.Furnish,fabricate,and erect small roadside sign assemblies or bridge mounted clearance sign assemblies consisting of the signs,sign supports,foundations(when required),and associated mounting hardware. • Relocation.Relocate existing small roadside sign assemblies or bridge mounted clearance sign assemblies,and furnish and fabricate material as required. • Removal.Remove existing small roadside sign assemblies or bridge mounted clearance sign assemblies. 2. MATERIALS Furnish all materials unless otherwise shown on the plans.Furnish only new materials.Furnish and fabricate materials that comply with the following Items and details shown on the plans: ■ Item 421,"Hydraulic Cement Concrete" ■ Item 440,"Reinforcement for Concrete" • Item 441,"Steel Structures" ■ Item 442,"Metal for Structures" • Item 445,"Galvanizing" • Item 636,"Signs" • Item 643,"Sign Identification Decals" • Item 656,"Foundations for Traffic Control Devices" Use galvanized steel,stainless steel,dichromate sealed aluminum,or other materials shown on the plans for pipe,bolts,nuts,washers,lock washers,screws,and other sign assembly hardware.When dissimilar metals are used,select or insulate metals to prevent corrosion. 3. CONSTRUCTION Construct foundations in accordance with Item 656,"Foundations for Traffic Control Devices."Plumb sign supports.Do not spring or rake posts to secure proper alignment.Use established safety practices when working near underground or overhead utilities.Consult the appropriate utility company before beginning work. 3.1. Fabrication.Fabricate sign supports in accordance with Item 441,"Steel Structures."Ensure all components fit properly. Verify the length of each post for each sign before fabrication to meet field conditions and sign-mounting heights shown on the plans. Hot-dip galvanize fabricated parts in accordance with Item 445,"Galvanizing."Punch or drill any holes in steel parts or members before galvanizing.Repair galvanizing for any steel part or member damaged during assembly,transit,erection;or for any steel part or member welded,when permitted,after galvanizing. Perform all galvanizing repairs in accordance with Section 445.3.5.,"Repairs." 824 • • 644 3.2. Installation.Locate and install sign supports as shown on the plans,unless directed to shift the sign supports within design guidelines to secure a more desirable location or avoid conflict with utilities and underground appurtenances.Stake sign support locations for verification by the Engineer. Install stub posts of the type,spacing,orientation,and projection shown on the plans.Remove and replace posts damaged during installation at the Contractor's expense. Connect the upper post sections to the stub post sections as shown on the plans.Torque connection bolts as shown on the plans. Attach signs to supports in accordance with the plans and pertinent Items. 3.3. Relocation.Reuse the existing signs as required unless otherwise shown on the plans. Furnish and install new stub posts in new foundations for relocated sign assemblies.Erect the new supports on the new stub posts,and attach the existing signs to the supports in accordance with the plans and pertinent Items. Remove existing foundations to be abandoned in accordance with Section 644.3.4.,"Removal." 3.4. Removal.Remove abandoned concrete foundations to 2 ft.below finish grade unless otherwise shown on the plans.Cut off and remove steel protruding from the remaining concrete.Backfill the remaining hole with material equal in composition and density to the surrounding area.Replace any surfacing with like material to equivalent condition. 3.5. Handling and Storage.Handle and store existing signs or portions of signs removed so they are not damaged.Prevent any damage to the various sign assembly components.Replace any portion of the sign damaged by the Contractor designated for reuse or salvage,including messages removed. Stockpile all removed sign components that will be reused or become the property of the Department at • designated locations.Accept ownership of unsalvageable materials,and dispose of them in accordance with federal,state,and local regulations. • 3.6. Cleaning.Wash the entire sign after installation with a biodegradable cleaning solution acceptable to the sign face materials manufacturer to remove dirt,grease,oil smears,streaks,finger marks,and other foreign materials. 4. MEASUREMENT This Item will be measured as each small roadside assembly or bridge mounted clearance sign assembly installed,removed,or relocated. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Install Small Roadside Sign Assemblies"of the type specified,"Install Bridge Mounted Clearance Sign Assemblies"of the type specified,"Relocate Small Roadside Sign Assemblies"of the type specified,"Relocate Bridge Mounted Clearance Sign Assemblies"of the type specified,"Remove Small Roadside Sign Assemblies,"or"Remove Bridge Mounted Clearance Sign Assemblies." 5.1. Installation.This price is full compensation for furnishing,fabricating,galvanizing,and erecting the supports; constructing foundations including concrete(when required);furnishing complete signs including sign connections and all hardware;attaching the signs to the supports;preparing and cleaning the signs;and materials,equipment,labor,tools,and incidentals. 5.2. Relocation.This price is full compensation for removing existing sign assemblies and related materials; furnishing and installing new stub posts and new sign supports;constructing foundations including concrete (when required);and new hardware;reinstallation of signs;preparing and cleaning the signs;salvaging; 825 644 disposal of unsalvageable materials;removing existing foundations,backfilling,and surface placement;and materials,equipment,labor,tools,and incidentals. 5.3. Removal.This price is full compensation for removing existing sign assemblies and related materials; salvaging;disposal of unsalvageable materials;removing existing foundations,backfilling,and surface placement;and materials,equipment,labor,tools,and incidentals. 826 662 Item 662 • Work Zone Pavement Markings FiOn 1. DESCRIPTION Furnish,place,and maintain work zone pavement markings. • 2. MATERIALS Provide thermoplastic,paint and beads,raised pavement markers(RPMs),prefabricated pavement markings,temporary flexible reflective roadway marker tabs,or other approved materials for work zone pavement markings. Supply materials meeting: ■ DMS-4200,Pavement Markers(Reflectorized)," • DMS-4300,"Traffic Buttons," • DMS-8200,"Traffic Paint," • DMS-8220,"Hot Applied Thermoplastic," ■ DMS-8240,"Permanent Prefabricated Pavement Markings," • DMS-8241,"Temporary(Removable)Prefabricated Pavement Markings," ■ DMS-8242,"Temporary Flexible,Reflective Roadway Marker Tabs,"and • DMS-8290,"Glass Traffic Beads." 2.1. Nonremovable Markings.Use hot-applied thermoplastic or permanent prefabricated pavement markings for nonremovable markings.Paint and beads or other materials are not allowed for nonremovable markings unless shown on the plans. • 2.2. Removable and Short-Term Markings.Use RPMs,removable prefabricated pavement markings, temporary flexible reflective roadway marker tabs,or other approved materials for removable and short-term markings.Do not use hot-applied thermoplastic or traffic paint for removable markings.Use removable prefabricated pavement markings on the final pavement surface when the plans specify removable markings. 3. CONSTRUCTION Apply pavement markings in accordance with the following Items. • Item 666,"Retroreflectorized Pavement.Markings" • Item 668;"Prefabricated Pavement Markings" • Item 672,"Raised Pavement Markers" 3.1. Placement.Install longitudinal markings on pavement surfaces before opening to traffic.Maintain lane alignment traffic control devices and operations until markings are installed.Install markings in proper alignment in accordance with the TMUTCD and as shown on the plans.Short-term markings will be allowed when standard markings(removable or nonremovable)cannot be placed before opening to traffic,if shown on the plans or directed. When short-term markings are allowed for opening to traffic,place standard longitudinal markings no later than 14 calendar days after the placement of the surface.When inclement weather prohibits placement of markings,the 14-day period may be extended until weather permits proper application. • 827 662 Place standard longitudinal markings no sooner than 3 calendar days after the placement of a surface treatment,unless otherwise shown on the plans. Apply thermoplastic markings to a minimum thickness of 0.060 in.(60 mils).When paint and beads are allowed,apply to a minimum dry thickness of 0.012 in.(12 mils). Place short-term markings in proper alignment with the location of the final pavement markings.Remove and replace short-term markings not in alignment at the Contractor's expense. For removable placements,use of RPMs to simulate longitudinal markings is at the Contractor's option.Use side-by-side RPMs to simulate longitudinal lines wider than 4 in.Do not use RPMs for words,symbols, shapes,or diagonal or transverse lines. 3.2. Marking Removal.Remove markings that conflict with succeeding markings in accordance with Item 677, "Eliminating Existing Pavement Markings and Markers."Remove short-term markings that interfere or conflict with final marking placement immediately before placing final pavement markings,unless otherwise directed. Remove the remainder of the short-term markings before final acceptance. Remove all temporary markings with minimal damage to the roadway to the satisfaction of the Engineer. 3.3. Performance Requirements.Ensure all markings are visible from a distance at least 300 ft.in daylight conditions and at least 160 ft.in nighttime conditions when illuminated by automobile low-beam headlights. Determine visibility distances using an automobile traveling on the roadway under dry conditions. Maintain the markings for 30 calendar days after installation.The end of the 30-day maintenance period does not relieve the Contractor from the performance deficiencies requiring corrective action identified during the 30-day period.Remove and replace markings at the Contractor's expense if they fail to meet the requirements of this Item during the 30-day period.The 30-calendar day performance requirement will begin again after replacement of the markings. Ensure daytime and nighttime reflected color of the markings are distinctly white or yellow.Ensure markings exhibit uniform retroreflective characteristics. 4. MEASUREMENT This Item will be measured by the foot or each word,shape,symbol,or temporary flexible reflective roadway marker tab.Each stripe will be measured separately.RPMs used to simulate a marking will be measured by the foot of marking or each RPM. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Work Zone Pavement Markings"of the type and color specified and the shape,width,and size specified as applicable.This price is full compensation for furnishing,placing,maintaining,and removing work zone pavement markings and for materials,equipment, labor,tools,and incidentals. 828 662 Elimination of nonremovable markings will be paid for under Item 677,"Eliminating Existing Pavement Markings and Markers."Removal of short-term and removable markings will not be paid for directly but will be subsidiary to this Item. Type II work zone pavement markings(paint and beads)used as a sealer for Type.I pavement markings (thermoplastic)will be paid for under this Item. 829 666 Item 666 Retroreflectorized Pavement Markings IF Transportation 1. DESCRIPTION Furnish and place retroreflectorized,non-retroreflectorized(shadow)and profile pavement markings. 2. MATERIALS 2.1. Type I Marking Materials.Furnish in accordance with DMS-8220,"Hot Applied Thermoplastic." Furnish pavement marking material used for Type I profile markings and shadow markings that have been approved by the Construction Division,and in accordance with DMS-8220,"Hot Applied Thermoplastic." 2.2. Type II Marking Materials.Furnish in accordance with DMS-8200,"Traffic Paint." 2.3. Glass Traffic Beads.Furnish drop-on glass beads in accordance with DMS-8290,"Glass Traffic Beads"or as approved.Furnish a double-drop of Type II and Type III drop-on glass beads where each type bead is applied separately in equal portions(by weight),unless otherwise approved.Apply the Type III beads before applying the Type II beads. 2.4. Labeling.Use clearly marked containers that indicate color,mass,material type,manufacturer,and batch number. 3. EQUIPMENT 3.1. General Requirements.Use equipment that: • is maintained in satisfactory condition, • meets or exceeds the requirements of the National Board of Fire Underwriters and the Texas Railroad Commission for this application, • applies beads by an automatic bead dispenser attached to the pavement marking equipment in such a manner that the beads are dispensed uniformly and almost instantly upon the marking as the marking is being applied to the road surface.The bead dispenser must have an automatic cut-off control, synchronized with the cut-off of the pavement marking equipment, • has an automatic cut-off device with manual operating capabilities to provide clean,square marking ends, • is capable of producing the types and shapes of profiles specified,and • can provide continuous mixing and agitation of the pavement marking material.The use of pans, aprons,or similar appliances which the die overruns will not be permitted for longitudinal striping applications. Provide a hand-held thermometer capable of measuring the temperature of the marking material when applying Type,I material. When pavement markings are required to meet minimum retroreflectivity requirements on the plans: • Use a mobile retroreflectometer approved by the Construction Division and certified by the Texas A&M Transportation Institute Mobile Retroreflectometer Certification Program. • Use a portable retroreflectometer that: • uses 30-meter geometry and meets the requirements described in ASTM E1710; • 830 666 • has either an internal global positioning system(GPS)or the ability to be linked with an external GPS with a minimum accuracy rating of 16 ft.5 in.,in accordance with the circular error probability (CEP)method(CEP is the radius of the circle with its origin at a known position that encompasses 50%of the readings returned from the GPS instrument); • can record and print the GPS location and retroreflectivity reading for each location where readings are taken. 3.2. Material Placement Requirements.Use equipment that can place: • at least 40,000 ft.of 4-in.solid or broken non-profile markings per working day at the specified thickness; • at least 15,000 ft.of solid or broken,profile pavement markings per working day at the specified. thickness; • • linear non-profile markings up to 8 in.wide in a single pass; • non-profile pavement markings other than solid or broken lines at an approved production rate; • a centerline and no-passing barrier-line configuration consisting of 1 broken line and 2 solid lines at the same time to the alignment,spacing,and thickness for non-profile pavement markings shown on the plans; • solid and broken lines simultaneously; • white line from both sides; • lines with clean edges,uniform cross-section with a tolerance of±1/8 in.per 4 in.width,uniform thickness,and reasonably square ends; • skip lines between 10 and 10-1/2 ft.,a stripe-to-gap ratio of 10 to 30,and a stripe-gap cycle between 39-1/2 ft.and 40-1/2 ft.,automatically; • beads uniformly and almost instantly on the marking as the marking is being applied; • beads uniformly during the application of all lines(each line must have an equivalent bead yield rate and embedment);and • double-drop bead applications using both Type II and Type Ill beads from separate independent bead applicators,unless otherwise approved by the Engineer. 4. CONSTRUCTION Place markings before opening to traffic unless short-term or work zone markings are allowed. 4.1. General.Obtain approval for the sequence of work and estimated daily production.Minimize interference to roadway operations when placing markings on roadways open to traffic.Use traffic control as shown on the plans or as approved.Protect all markings placed under open-traffic conditions from traffic damage and disfigurement. Establish guides to mark the lateral location of pavement markings as shown on the plans or as directed,and have guide locations verified. Use material for guides that will not leave a permanent mark on the roadway. Apply markings on pavement that is completely dry and passes the following tests: • Type I Marking Application—Place a sample of Type I marking material on a piece of tarpaper placed on the pavement.Allow the material to cool to ambient temperature,and then inspect the underside of the tarpaper in contact with the pavement.Pavement will be considered dry if there is no condensation on the tarpaper. • Type II Marking Application—Place a 1-sq.ft.piece of clear plastic on the pavement,and weight down the edges.The pavement is considered dry if,when inspected after 15 min.,no condensation has occurred on the underside of the plastic. 831 666 Apply markings: • that meet the requirements of Tex-828-B, • that meet minimum retroreflectivity requirements when specified on the plans(applies to Type I markings only),• • using widths and colors shown on the plans, • at locations shown on the plans, ■ in proper alignment with the guides without deviating from the alignment more than 1 in.per 200 ft.of roadway or more than 2 in.maximum, ■ without abrupt deviations, • free of blisters and with no more than 5%by area of holes or voids, • with uniform cross-section,density and thickness, • with clean and reasonably square ends, • that are retroreflectorized with drop-on glass beads,and • using personnel skilled and experienced with installation of pavement markings. Remove all applied markings that are not in alignment or sequence as stated on the plans,or in the specifications,at the Contractor's expense in accordance with Item 677,"Eliminating Existing Pavement Markings and Markers,"except for measurement and payment. 4.2. Surface Preparation.Prepare surfaces in accordance with this Section unless otherwise shown on the plans. 4.2.1. Cleaning for New Asphalt Surfaces and Retracing of All Surfaces.Air blast or broom the pavement surface for new asphalt surfaces(less than 3 years old)and for retracing of all surfaces to remove loose material,unless otherwise shown on the plans.A sealer for Type I markings is not required unless otherwise shown on the plans. 4.2.2. Cleaning for Old Asphalt and Concrete Surfaces(Excludes Retracing).Clean old asphalt surfaces (more than 3 years old)and all concrete surfaces in accordance with Item 678,'Pavement Surface Preparation for Markings,"to remove curing membrane,dirt,grease,loose and flaking existing construction markings,and other forms of contamination. 4.2.3. Sealer for Type I Markings.Apply a pavement sealer to old asphalt surfaces(more than 3 years old)and to all concrete surfaces before placing Type I markings on locations that do not have existing markings,unless otherwise approved.The pavement sealer may be either a Type II marking or an acrylic or epoxy sealer as recommended by the Type I marking manufacturer unless otherwise shown on the plans.Follow the manufacturer's directions for application of acrylic or epoxy sealers.Clean sealer that becomes dirty after placement by washing or in accordance with Section 666.4.2.1.,"Cleaning for New Asphalt Surfaces and Retracing of All Surfaces,"as directed.Place the sealer in the same configuration and color(unless clear)as the Type I markings unless otherwise shown on the plans. 4.3. Application.Apply markings during good weather unless otherwise directed. If markings are placed at Contractor option when inclement weather is impending and the markings are damaged by subsequent precipitation,the Contractor is responsible for all required replacement costs. 4.3.1. Type I Markings.Place the Type I marking after the sealer cures.Apply within the temperature limits recommended by the material manufacturer.Flush the spray head if spray application operations cease for 5 min or longer by spraying marking material into a pan or similar container until the material being applied is at the recommended temperature. Apply on clean,dry pavements passing the moisture test described in Section 666.4.1.,"General,"and with a surface temperature above 50°F when measured in accordance with Tex-829-B. 832 666 4.3.1.1. Non-Profile Pavement Markings.Apply Type I non-profile markings with a minimum thickness of: • 0.100 in.(100 mils)for new markings and retracing water-based markings on surface treatments involving Item 316,"Seal Coat," • 0.060 in.(60 mils)for retracing on thermoplastic pavement markings,or • 0.090 in.(90 mils)for all other Type I markings. The maximum thickness for Type I non-profile markings is 0.180 in.(180 mils).Measure thickness for markings in accordance with Tex-854-B using the tape method. 4.3.1.2. Profile Pavement Markings.Apply Type I profile markings with a minimum thickness of: • 0.060 in.(60 mil)for edgeline markings,or • 0.090 in.(90 mil)for gore and centerline/no-passing barrier line markings. In addition,at a longitudinal spacing indicated on the plans,the markings must be profiled in a vertical manner such that the profile is transverse to the longitudinal marking direction.The profile must not be less than 0.30 in.(300 mil)nor greater than 0.50 in.(500 mil)in height when measured above the normal top surface plane of the roadway.The transverse width of the profile must not be less than 3.25 in.,and the longitudinal width not less than 1 in.,when measured at the top surface plane of the profile bar.The profile may be either a 1 or 2 transverse bar profile.When the 2 transverse bar profile is used,the spacing between the bases of the profile bars must not exceed 0.50 in.The above transverse bar width is for each 4 in.of line width. 4.3.2. Type II Markings.Apply on surfaces with a minimum surface temperature of 50°F.Apply at least 20 gal.per mile on concrete and asphalt surfaces and at least 22 gal.per mile on surface treatments for a solid 4-in. line.Adjust application rates proportionally for other widths.When Type II markings are used as a sealer for Type I markings,apply at least 15 gal.per mile using Type II drop-on beads. 4.3.3. Bead Coverage.Provide a uniform distribution of beads across the surface of the stripe for Type I and Type II markings,with 40%to 60%bead embedment. 4.4. Retroreflectivity Requirements.When specified on the plans,Type I markings must meet the following minimum retroreflectivity values for edgeline markings,centerline or no passing barrier-line,and lane lines when measured any time after 3 days,but not later than 10 days after application: • White markings:250 millicandelas per square meter per lux(mcd/m2/lx) • Yellow markings: 175 mcd/m2/Ix 4.5. Retroreflectivity Measurements.Use a mobile retroreflectometer for projects requiring minimum retroreflectivity requirements to measure retroreflectivity for Contracts totaling more than 200,000 ft.of pavement markings,unless otherwise shown on the plans.For Contracts with less than 200,000 ft.of pavement markings or Contracts with callout work,mobile or portable retroreflectometers may be used at the Contractor's discretion. 4.5.1. Mobile Retroreflectometer Measurements.Provide mobile measurements averages for every 0.1 miles unless otherwise specified or approved.Take measurements on each section of roadway for each series of markings(i.e.,edgeline,center skip line,each line of a double line,etc.)and for each direction of traffic flow. Measure each line in both directions for centerlines on two-way roadways(i.e.,measure both double solid lines in both directions and measure all center skip lines in both directions).Furnish measurements in compliance with Special Specification,"Mobile Retroreflectivity Data Collection for Pavement Markings," unless otherwise approved.The Engineer may require an occasional field comparison check with a portable retroreflectometer meeting the requirements listed above to ensure accuracy.Use all equipment in accordance with the manufacturer's recommendations and directions.Inform the Engineer at least 24 hr.before taking any measurements. 833 666 A marking meets the retroreflectivity requirements if: • the combined average retroreflectivity measurement for a one-mile segment meets the minimum retroreflectivity values specified,and l • no more than 30%of the retroreflectivity measurement values are below the minimum retroreflectivity requirements value within the one-mile segment. • The Engineer may accept failing one-mile segments if no more than 20%of the retroreflectivity measurements within that mile segment are below the minimum retroreflectivity requirement value. The one-mile segment will start from the beginning of the data collection and end after a mile worth of measurements have been taken;each subsequent mile of measurements will be a new segment. Centerlines with 2 stripes(either solid or broken)will result in 2 miles of data for each mile segment.Each centerline stripe must be tested for compliance as a stand-alone stripe. Restripe at the Contractor's expense with a minimum of 0.060 in.(60 mils)of Type I marking if the marking fails retroreflectivity requirements.Take measurements every 0.1 miles a minimum of 10 days after this second application within that mile segment for that series of markings. If the markings do not meet minimum retroreflectivity after 10 days of this second application,the Engineer may require removal of all existing markings,a new application as initially specified,and a repeat of the application process until minimum retroreflectivity requirements are met. 4.5.2. Portable Retroreflectometer Measurements.Take a minimum of 20 measurements for each 1-mi.section of roadway for each series of markings(i.e.,edgeline,center skip line,each line of a double line,etc.)and direction of traffic flow when using a portable reflectometer.Measure each line in both directions for centerlines on two-way roadways(i.e.,measure both double solid lines in both directions and measure all center skip lines in both directions).The spacing between each measurement must be at least 100 ft.The Engineer may decrease the mileage frequency for measurements if the previous measurements provide satisfactory results.The Engineer may require the original number of measurements if concerns arise. • Restripe once at the Contractor's expense with a minimum of 0.060 in.(60 mils)of Type I marking material if the average of these measurements fails.Take a minimum of 10 more measurements after 10 days of this second application within that mile segment for that series of markings.Restripe again at the Contractor's expense with a minimum of 0.060 in.(60 mils)of Type I marking material if the average of these measurements fall below the minimum retroreflectivity requirements.If the markings do not meet minimum retroreflectivity after this third application,the Engineer may require removal of all existing markings,a new application as initially specified,and a repeat of the application process until minimum retroreflectivity requirements are met. 4.5.3. Traffic Control.Provide traffic control,as required,when taking retroreflectivity measurements after marking application.On low volume roadways(as defined on the plans),refer to the figure,"Temporary Road Closure"in Part 6 of the Texas Manual on Uniform Traffic Control Devices for the minimum traffic control requirements.For all other roadways,the minimum traffic control requirements will be as shown on the Traffic Control Plan(TCP)standard sheets TCP(3-1)and TCP(3-2).The lead vehicle will not be required on divided highways.The TCP and traffic control devices must meet the requirements listed in Item 502, "Barricades,Signs,and Traffic Handling."Time restrictions that apply during striping application will also apply during the retroreflectivity inspections except when using the mobile retroreflectometer unless otherwise shown on the plans or approved. 4.6. Performance Period.All markings must meet the requirements of this specification for at least 30 calendar days after installation.Unless otherwise directed,remove pavement'markings that fail to meet requirements, and replace at the Contractor's expense.Replace failing markings within 30 days of notification.All replacement markings must also meet all requirements of this Item for a minimum of 30 calendar days after installation. 834 666 5. MEASUREMENT This Item will be measured by the foot;by each word,symbol,or shape;or by any other unit shown on the plans.Each stripe will be measured separately. This is a plans quantity measurement item.The quantity to be paid is the quantity,shown in the proposal unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. - Acrylic or epoxy sealer,or Type II markings when used as a sealer for Type I markings,will be measured by the foot;by each word,symbol,or shape;or by any other unit shown on the plans. 6. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Pavement Sealer"of the size specified, "Retroreflectorized Pavement Markings"of the type and color specified and the shape,width,size,and thickness specified as applicable,."Retroreflectorized Pavement Markings with Retroreflective Requirements" of the types,colors,sizes,widths,and thicknesses specified or'Retroreflectorized Profile Pavement Markings"of the various types,colors,shapes,sizes,and widths specified. This price is full compensation for application of pavement markings,materials,equipment,labor,tools,and incidentals. Surface preparation of new concrete and asphalt concrete pavements more than 3 years old,where no stripe exists,will be paid for under Item 678,"Pavement Surface Preparation for Markings."Surface preparation of all other asphalt and old concrete pavement,except for sealing,will not be paid for directly but is subsidiary- to this Item. Work-zone pavement markings(Type II,paint and beads)used as a sealer for Type I markings (thermoplastic)will be paid for under Item 662,'Work Zone Pavement Markings." If the Engineer requires that markings be placed in inclement weather,repair or replacement of markings damaged by the inclement weather will be paid for in addition to the original plans quantity. 835 668 Item 668 Prefabricated Pavement Markings a, bon 1. DESCRIPTION Furnish and place retroreflectorized or non-reflectorized(contrast)prefabricated pavement markings. 2. MATERIALS Furnish prefabricated pavement marking materials in accordance with DMS-8240,"Permanent Prefabricated Pavement Markings." Furnish prefabricated pavement marking materials used for contrast markings in accordance with DMS-8240, "Permanent Prefabricated Pavement Markings,"with the exception that the color requirement for the black contrast portion does not have to meet the color requirements specified for white or yellow markings.Store all materials in a weatherproof enclosure and prevent damage during storage. 3. CONSTRUCTION 3.1. General.Obtain approval for the sequence of work and estimated daily production.Remove all waste generated from the jobsite before the end of each working day. Establish guides to mark the lateral location of pavement markings as shown on the plans or as directed,and have guide locations verified.Use guide material that will not leave a permanent mark on the roadway. Place pavement markings in alignment with the guides without deviating from the alignment more than 1 in. per 200 ft.of roadway or more than 2 in.maximum and with no abrupt deviations. 3.2. Placement Limitations.Do not place Type B pavement-marking materials between September 30 and March 1 unless otherwise directed. 3.2.1. Moisture.Apply material to pavement that is completely dry.Pavement will be considered dry if,on a sunny day after 15 min.,no condensation occurs on the underside of a 1-sq.ft.piece of clear plastic that has been placed on the pavement and weighted on the edges. 3.2.2. Temperature.Follow pavement and ambient air temperature requirements recommended by the material manufacturer.Do not place material when the pavement temperature is below 60°F or above 120°F if the material manufacturer does not establish temperature requirements. 3.3. Dimensions.Place markings in accordance with the color,length,width,shape,and configuration shown on the plans.Locate alignment as shown on the plans or as directed. 3.4. Methods.Place all materials in accordance with the material manufacturer's instructions,as well as the surface condition,moisture and temperature requirements of this Item,unless otherwise directed. 3.5. Surface Preparation.Prepare surface by any approved cleaning method that effectively removes contaminants,loose materials,and conditions deleterious to proper adhesion.Abrasive or water-blast . , cleaning is not required unless shown on the plans.Blast clean,when required,in accordance with Item 678, "Pavement Surface Preparation for Markings."Prepare surfaces further after cleaning by sealing or priming as recommended by the pavement-marking material manufacturer or as directed.Use adhesive,when required,of the type and quality recommended by the pavement-marking material manufacturer.Do not clean concrete pavement surfaces by grinding. 836 668 3.6. Performance Requirements. 3.6.1. Adhesion.Ensure markings do not lift,shift,smear,spread,flow,or tear by traffic action. 3.6.2. Appearance.Ensure markings present a neat,uniform appearance that is free of excessive adhesive, ragged edges,and irregular lines or contours. 3.6.3. Visibility.'Ensure markings have uniform and distinctive retroreflectance when inspected in accordance with Tex-828-B. 3.7. Performance Period.All markings must meet the requirements of this Item for at least 30 calendar days after installation.Remove and replace all pavement markings that fail to meet requirements at the Contractor's expense unless otherwise directed.Replace failing markings within 30 days of notification.All replacement markings must also meet all requirements of this Item for a minimum of 30 calendar days after installation. 4. MEASUREMENT This Item will be measured by the foot or by each word,shape,or symbol. This is a plans quantity.measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Prefabricated Pavement Markings"of the type and color specified and the shape,width,and size specified as applicable.This price is full compensation for cleaning the pavement by any means other than required abrasive or water-blast cleaning or milling; furnishing and placing materials;and equipment,labor,tools,and incidentals. Abrasive or water-blast cleaning and milling,when shown,on the plans,will be paid for under Item 678, "Pavement Surface Preparation for Markings." 837 672 Item 672 Raised Pavement Markers FifiOfl 1. DESCRIPTION Furnish and install raised pavement markers(RPMs). 2. MATERIALS 2.1. Markers.Furnish RPMs in accordance with the following Department Material Specifications: • Reflectorized Pavement Markers.DMS-4200,"Pavement Markers(Reflectorized),"types I-A, I-C, I-R, li-A-A,and II-C-R. • Traffic Buttons.DMS-4300,'Traffic Buttons,"types I-A,I-C,I-R,II-A-A,li-C-R,W,Y and B.Round or oval unless otherwise specified on the plans. • Plowable Reflectorized Pavement Markers.DMS-4210,"Snowplowable Pavement Markers,"types I-A,I-C,I-R,II-A-A,and II-C-R. The following are descriptions for each type of RPM: ■ Type I-A.The approach face must retro-reflect amber light.The body,other than the retro-reflective face,must be yellow. • Type I-C.The approach face must retro-reflect white light.The body,other than the retro-reflective face, must be white or silver-white. is Type I-R.The trailing face must retro-reflect red light.The body,other than the retro-reflective face, must be white or silver-white,except for I-R plowable markers which may be black. ■ Type II-A-A.The 2 retro-reflective faces(approach and trailing)must retro-reflect amber light.The body, other than the retro-reflective faces,must be yellow. • Type II-C-R.Contain 2 retro-reflective faces with an approach face that must retro-reflect white light and a trailing face that must retro-reflect red light.The body,other than the retro-reflective faces,must be white or silver-white. ■ Type W.Must have a white body and no reflective faces. • Type Y.Must have a yellow body and no reflective faces. • Type B.Must have a black body and no reflective faces. 2.2. Adhesives.Furnish adhesives that conform to the following requirements: • DMS-6100,"Epoxies and Adhesives,"Type rl—Traffic Marker Adhesives. • DMS-6130,"Bituminous Adhesive for Pavement Markers." • The Contractor may propose alternate adhesive materials for consideration and approval. 2.3. Sampling.The Engineer will sample in accordance with Tex-729-I. 3. CONSTRUCTION Remove existing RPMs in accordance with Item 677,"Eliminating Existing Pavement Markings and Markers" (except for measurement and payment).Furnish RPMs for each class from the same manufacturer.Prepare all surfaces in accordance with Item 678,`Pavement Surface Preparation for Markings,"when shown on the plans.Ensure the bond surfaces are free of dirt,curing compound,grease,oil,moisture,loose or unsound pavement markings,and any other material that would adversely affect the adhesive bond. 838 672 Establish pavement marking guides to mark the lateral location of RPMs as.shown on the plans and as directed.Do not make permanent marks on the roadway for the guides. Place RPMs in proper alignment with the guides.Acceptable placement deviations are shown on the plans. Remove RPMs placed out of alignment or sequence,as shown on the plans or stated in this specification,at Contractor's expense,in accordance with Item 677,"Eliminating Existing Pavement Markings and Markers" (except for measurement and payment). Use the following adhesive materials for placement of reflectorized pavement markers,and traffic buttons unless otherwise shown on the plans: • standard or flexible bituminous adhesive for applications on bituminous pavements,and • epoxy adhesive or flexible bituminous adhesive for applications on hydraulic cement concrete pavements. • Use epoxy adhesive for plowable reflectorized pavement markers. Apply enough adhesives to: • ensure that 100%of the bonding area of RPMs is in contact with the adhesive,and • ensure that RPMs,except for plowable markers,are seated on a continuous layer of adhesive and not in contact with the pavement surface. Apply adhesives in accordance with manufacturer's recommendations unless otherwise required by this Article.Apply bituminous adhesive only when pavement temperature and RPM temperature are 40°F or higher.Do not heat bituminous adhesive above 400°F.Machine agitate bituminous adhesive continuously before application to ensure even heat distribution. Machine-mix epoxy adhesive.Apply epoxy adhesive only when pavement temperature is 50°F or higher. Furnish RPMs free of rust,scale,dirt,oil,grease,moisture,and contaminants that might adversely affect the adhesive bond. Place RPMs immediately after the adhesive is applied and ensure proper bonding.Do not use adhesives or any other material that impairs the functional retro-reflectivity of the RPMs. Provide a 30-day performance period that begins the day following written acceptance for each separate location.The date of written acceptance will be the last calendar day of each month for the RPMs installed that month for the completed separate project locations.This written acceptance does not constitute final acceptance. Replace all missing,broken or non-reflective RPMs.Visual evaluations will be used for these determinations. Upon request,the Engineer will allow a Contractor representative to accompany the Engineer on these evaluations. The Engineer may exclude RPMs from the replacement provisions of the performance,provided the Engineer determines the failure is a result of causes other than defective material or inadequate installation procedures.Examples of outside causes are extreme wear at intersections,damage by snow or ice removal, and pavement failure. Replace all missing or non-reflective RPMs identified during the performance period within 30 days after notification.The end of the performance period does not relieve the Contractor from the performance deficiencies requiring corrective action identified during the performance period. • 839 672 4. MEASUREMENT This Item will be measured by each RPM. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Reflectorized Pavement Marker,""Traffic Button,"or "Plowable Reflectorized Pavement Marker"of the types specified.This price is full compensation for removing existing markers;furnishing and installing RPMs;and materials,equipment,labor,tools,and incidentals. No additional payment will be made for replacement of RPMs failing to meet the performance requirements. 840 672 RPMs INSTALLATION RECORD FOR WRITTEN ACCEPTANCE The 30-day performance period begins the day after written acceptance for each separate location.The date of written acceptance will be the last calendar day of each month for the RPMs installed that month for the completed separate project locations. COUNTY CONTROL LIMITS FROM MONTH!YEAR HIGHWAY PROJECT LIMITS TO OF INSTALLATION • Contractor Signature Date Department Signature Date i 841 680 Item 680 Highway Traffic Signals o,FT ; ��, 9 Y 1. DESCRIPTION • Installation.Install highway traffic signals. • Removal.Remove,store,and salvage traffic signals. • 2. MATERIALS Ensure electrical materials and construction methods conform to the current NEC and additional local utility requirements. Furnish new materials.Ensure all materials and construction methods conform to the details shown on the plans,the requirements of this Item,and the pertinent requirements of the following Items: • Item 610,"Roadway Illumination Assemblies" • Item 625,"Zinc-Coated Steel Wire Strand" • Item 627,"Treated Timber Poles" • Item 636,"Signs" • Item 656,"Foundations for Traffic Control Devices" Provide controller assemblies that meet the requirements of DMS-11170,"Fully Actuated,Solid-State Traffic Signal Controller Assembly,"and the details shown on the plans. Provide prequalified controller assemblies from the Department's MPL. Provide flasher assemblies that meet the requirements of DMS-11160,"Flasher Controller Assembly,"and the details shown on the plans. Provide prequalified flasher assemblies from the Department's MPL. Sampling and testing of traffic signal controller assemblies will be done in accordance with Tex-1170-T. 3. CONSTRUCTION 3.1. Installation.Install traffic signal controller foundations in accordance with Item 656,"Foundations for Traffic Control Devices." 3.1.1. Electrical Requirements. 3.1.1.1. Electrical Services.Make arrangements for electrical services and install and supply materials not provided by the utility company as shown on the plans.Install 120-volt,single-phase,60-Hz AC electrical service unless otherwise shown on the plans. 3.1.1.2. Conduit.Install conduit and fittings of the sizes and types shown on the plans.Conduit of larger diameter size than that shown on the plans may be used with no additional compensation,providing the same diameter size is used for the entire length of the conduit run.Extend conduit in concrete foundations 2 to 3 in. above the concrete.Seal the ends of each conduit with silicone caulking,or other approved sealant,after all cables and conductors are installed. 842 680 3.1.1.3. Wiring.Furnish stranded No. 12 AWG XHHW conductors.Install above-ground cables and conductors in rigid metal conduit,except for span wire suspended cables and conductors,drip loops,and electrical wiring inside signal poles unless otherwise shown on the plans.Make power entrances to ground-mounted controllers through underground conduit.Wire each signal installation to operate as shown on the plans. Attach ends of wires to properly sized self-insulated solderless terminals.Attach terminals to the wires with a ratchet-type compression crimping tool properly sized to the wire.Place pre-numbered identification tags of plastic or tape around each wire adjacent to wire ends in the controller and signal pole terminal blocks. Splices will not be permitted except as shown on the plans,unless each individual splice is approved in writing.Make all allowed splices watertight. 3.1.1.4. Grounding and Bonding.Ground and bond conductors in accordance with the NEC.Ensure the resistance from the grounded point of any equipment to the nearest ground rod is less than 1 ohm. Install a continuous bare or green insulated copper wire(equipment ground)throughout the electrical system that is the same size as the neutral conductor,but a minimum No.8 AWG.Connect the equipment ground to all metal conduit,signal poles,controller housing,electrical service ground,ground rods,and all other metal enclosures and raceways. Provide copper wire bonding jumpers that are a minimum No.8 AWG. 3.1.2. Controller Assemblies.Construct controller foundations in accordance with Item 656,"Foundations for Traffic Control Devices."Immediately before mounting the controller assembly on the foundation,apply a bead of silicone caulk to seal the cabinet base.Seal any space between conduit entering the controller and the foundation with silicone caulk. Deliver the keys for the controller cabinets to the Engineer when the Contract is complete. Place the instruction manual and wiring diagrams for all equipment in the controller cabinet,inside the controller cabinet. 3.1.3. Timber Poles.Furnish ANSI Class 2 timber poles other than for electrical services in accordance with details shown on the plans. 3.1.4. Preservation of Sod,Shrubbery,and Trees.Replace sod,shrubbery,and trees damaged during the Contract. 3.1.5. Removal and Replacement of Curbs and Walks.Obtain approval before cutting into or removing walks or curbs not shown on the plans to be removed or replaced.Restore any curbs or walks removed equivalent to original condition after work is completed,to the satisfaction of the Engineer. 3.1.6. Intersection Illumination.Install luminaires on signal poles as shown on the plans. 3.1.7. Signal Timing Plan.The traffic signal timing plan will be provided by the Department or local entity. • 3.1.8. Test Period.Operate completed traffic signal installations continuously for at least 30 days in a satisfactory manner.If any Contractor-furnished equipment fails during the 30-day test period,repair or replace that equipment.This repair or replacement,except lamp replacement,will start a new 30-day test period. Replace materials that are damaged or have failed before acceptance.Replace failed or damaged existing signal system components when caused by the Contractor.The Department will relieve the Contractor of maintenance responsibilities upon passing a 30-day performance test of the signal system and acceptance of the Contract. 843 680 3.2. Removal.Remove existing electrical services,pedestal poles,strain poles,mast arm pole assemblies, luminaires,signal heads,vehicle detector equipment,controllers,cables,and other accessories.Remove materials so damage does not occur.Remove and store items designated for reuse or salvage at locations shown on the plans or as directed. Remove abandoned concrete foundations,including steel,to a point 2 ft.below final grade.Backfill holes with material equal in composition and density to the surrounding area.Replace surfacing material with similar material to an equivalent condition. Accept ownership and dispose of unsalvageable materials in accordance with federal,state,and local regulations. 4. MEASUREMENT This Item will be measured as each traffic signal installed or removed.A traffic signal is a signalized intersection controlled by a single traffic signal controller. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Installation of Highway Traffic Signals"of the type (isolated,system,or flashing beacon)specified,or"Removing Traffic Signals." 5.1. Installation.This price is full compensation for furnishing,installing,and testing the completed installation, controller and associated equipment,controller foundations,luminaires,signs mounted on signal equipment, damping plates,timber poles,mounting hardware and steel wire strand;preservation and replacement of damaged sod,shrubbery and trees;removal and replacement of curbs and walks;and materials,equipment, labor,tools,and incidentals.The Department will pay for electrical energy consumed by the traffic signal. New drilled shaft foundations for traffic signal poles will be paid for under Item 416,"Drilled Shaft Foundations."New conduit will be paid for under Item 618,"Conduit."New electrical conductors will be paid for under Item 620,"Electrical Conductors."New ground boxes will be paid for under Item 624,"Ground Boxes."New electrical services will be paid for under Item 628,"Electrical Services."New vehicle and pedestrian signal heads will be paid for under Item 682,'Vehicle and Pedestrian Signal Heads."New traffic signal cables will be paid for under Item 684,"Traffic Signal Cables."New traffic signal pole assemblies will be paid for under Item 686,"Traffic Signal Pole Assemblies(Steel)."New traffic signal detectors will be paid for under Item 688,"Pedestrian Detectors and Vehicle Loop Detectors." 5.2. Removal.This price is full compensation for removing the various traffic signal components;removing the foundations;disposal of unsalvageable materials;hauling;and materials,equipment,labor,tools,and incidentals. 844 • 682 Item 682 Vehicle and Pedestrian Signal Heads ,oa of Donsportaticn 1. DESCRIPTION Furnish and install vehicle and pedestrian signal heads. 2. MATERIALS Furnish only new materials. 2.1. Definitions. • Back Plate.A thin strip of material extending outward from all sides of a signal head. • LED Optical Unit.The LED lens and associated supporting parts iri a signal section. • Louver.A device mounted to the visor restricting signal face visibility. i Signal Section.One housing case,housing door,visor,and optical unit. • Signal Face.One section or an assembly of 2 or more sections facing one direction. • Signal Head.A unidirectional face or a multidirectional assembly of faces,including back plates and louvers when required,attached at a common location on a support. 2.2. General.Provide vehicle signal heads in accordance with DMS-11121,'Twelve-Inch LED Traffic Signal Lamp Unit."Provide prequalified vehicle signal heads from the Department's MPL. Provide pedestrian signal heads in accordance with DMS-11131,"Pedestrian LED Countdown Signal Modules."Provide prequalified pedestrian signal heads from the Department's MPL. Supply either aluminum or polycarbonate signal head components of the same material and manufacturer for any one project. Use galvanized steel,stainless steel,or dichromate sealed aluminum bolts,nuts,washers,lock washers, screws,and other assembly hardware.When dissimilar metals are used,ensure the metals are selected or insulated to prevent corrosion. Use closed-cell silicone or closed-cell neoprene gaskets. 3. CONSTRUCTION 3.1. Assembly.Assemble individual signal sections in multi-section faces in accordance with the manufacturer's recommendations to form a rigid signal face.Assemble and mount signal heads as shown on the plans. Install louvers and back plates in accordance with the manufacturer's recommendations.Close any openings in an assembled signal head with a plug of the same material and color as the head. Remove only the existing lens,reflector,and incandescent lamp when installing a retrofit replacement LED traffic signal or pedestrian signal lamp unit into an existing signal housing;fit the new unit securely in the housing door;and connect the new housing unit to the existing electrical wiring or terminal block by means of simple connectors. 3.2. Wiring.Wire each optical unit to the terminal block located in that signal section by means of solderless wire connectors or binding screws and spade lugs.Wire all sections of a multi-section signal face to the section terminal blocks in which the traffic signal cable is terminated.Maintain the color coding on leads from the 845 682 individual optical units throughout the signal head,except for the traffic signal cable.Use solderless wire connectors or binding screws and spade lugs for connections to terminal blocks.Use binding screws and spade lugs for field wiring. 4. MEASUREMENT This Item will be measured by each vehicle signal section,pedestrian signal section,back plate,or louver. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Pedestrian Signal Section,""Vehicle Signal Section," "Back Plate,"or"Louver,"of the types and sizes specified.This price is full compensation for furnishing, assembling,and installing the signal sections,back plates and louvers,and lenses and optics;mounting attachments;and materials,equipment,labor,tools,and incidentals. • • • 846 684 Item 684 Traffic Signal Cables , of ion 1. DESCRIPTION Furnish and install traffic signal cables. 2. MATERIALS Provide polyethylene jacketed multi-conductor cables in accordance with details shown on the plans. Individual conductors must be copper with polyethylene insulation rated for 600 volts.Furnish new materials.. Provide traffic signal cables in accordance with DMS-11110,'Traffic Signal Cable." 2.1. Type A Cables.Use Type A cables meeting the requirements of IMSA 20-1 for underground conduit installation or aerial cable supported by a messenger. 2.2. Type B Cables.Use Type B cables meeting the requirements of IMSA 20-3 as the integral messenger cable for aerial installations. 2.3. Type C Cables.Use Type C cables meeting the requirements of IMSA 50-2 for loop detector lead-in installations consisting of 2 conductor shielded cable. 2.4. Types A and B Cable Materials.Provide the following materials for Type A and B cables: • Use the size and number of conductors shown on the plans.Unless otherwise shown on the plans,use conductors consisting of 7 copper strands. • Ensure color coding of conductors and sequence for cables are in compliance with Table 1.Base color is the insulation color.Tracer color is the colored stripe that is part of or firmly adhered to the insulation surface for the full length of the conductor. • Ensure 2-conductor cable is of the round twisted type with fillers used where necessary to form a round cable. • For cables with more than 2 conductors,ensure individual conductors are laid up symmetrically in layers with fillers used when necessary,to produce a uniform assembly of conductors with a firm,compact cylindrical core. • Ensure fillers area non-metallic,moisture-resistant,non-wicking material. • Supply conductor assemblies covered with a wrapping of a moisture-resistant tape applied to overlap at • least 10%of the tape width. • Ensure the taped conductor assembly is covered with a tightly fitting black polyethylene jacket that is. smooth and free from holes,splits,blisters,and any other imperfections. • Supply cables that clearly show the name of the manufacturer and the IMSA specification number applied at approximate 2-ft.intervals to the outer surface of the jacket by indent printing. 847 684 Table 1 Conductor Color and Sequence for Cables Conductor No. Base Color Tracer Color 1 Black 2 White 3 Red 4 Green _5 Orange 6 Blue 7 White Black 8 Red Black 9 Green Black 10 Orange Black 11 Blue Black 12 Black White 13 Red White 14 Green White 15 Blue White 16 Black Red 17 White Red 18 Orange Red 19 Blue Red 20 Red Green 21 Orange Green 2.5. Additional Requirements for Type B Cable Materials.Additional material requirements particular to Type B cable are as follows: • Ensure cables consisting of 5 or more conductors have a 0.25-in.nominal diameter messenger.For the messenger,use Class A galvanized Extra High Strength Steel Strand with 3 or 7 wires. • A solid strand messenger with 0.134-in.diameter may be used for cables with less than 5 conductors. ■ To provide corrosion protection,ensure the messenger strand is coated and the interstices are flooded with a rubber asphalt compound or equivalent. • Ensure the integral messenger and conductors are enclosed in the jacket forming a cross-section similar to a figure 8. 2.6. Type C Cable Materials.Use the following materials for Type C cables: • Unless otherwise shown on the plans,use No. 14 AWG insulated conductors with concentric stranding with black insulation on 1 of the 2 conductors and clear insulation on the other conductor.Ensure conductors have a minimum of 2 twists per foot within the cable. • Use cables that have 100%shield coverage using aluminum bonded to a Mylar film.Ensure the drain wire is stranded tinned copper,2 AWG sizes less than the conductor,and in continuous contact with the aluminum side of the shield material. • Ensure the jacket is black polyethylene. • Use cables that legibly show the name of the manufacturer and the IMSA specification number applied at approximate 2-ft.intervals on a tape under the outer jacket. 2.7. Sampling.The Engineer may take samples from each roll of each size of cable for establishing conformity to IMSA.The samples will be at least 3 ft.long.Replace any cable failing to meet IMSA requirements. 3: CONSTRUCTION For each cable run in underground conduit,coil an extra 5 ft.of cable in each ground box. Splices are not permitted in Type A and B cables unless shown on the plans,or approved in writing. Ensure splices are watertight. 848 684 Make splices between Type C cable and loop detector wires only in the ground box near the loop the cable is servicing.Use non-corrosive solder for splices.Ground the drain wire of Type C cable to earth ground only at the controller or detector cabinet.Ensure the resistance from the drain wire to the ground rod is less than 1 ohm. Test the cables after installation and before any connection to the cables.Cables testing less than 50 megohms insulation resistance at 500 volts will be rejected. 4. MEASUREMENT This Item will be measured by the foot of traffic signal cables. This is a plans quantity measurement Item.The quantity to_be paid is the quantity shown in the proposal, unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Traffic Signal Cables"of the types and sizes specified. This price is full compensation for furnishing and installing materials,and for equipment,labor,tools,and incidentals,except as shown below. Cables inside traffic signal pole assemblies will be paid for under this Item. Cables used for inside signal heads and controllers or coils in ground boxes,pole bases,and on span wires will not be paid for directly but will be subsidiary to pertinent Items. 849 686 Item 686 Traffic Signal Pole Assemblies (Steel) � rtment on 1. DESCRIPTION • Installation.Fabricate,furnish,and install steel traffic signal pole assemblies. • Relocation.Remove and relocate existing steel traffic signal pole assemblies. 2. MATERIALS Provide new materials that comply with the details shown on the plans,the requirements of this Item,and the pertinent requirements of the following Items: • Item 416,"Drilled Shaft Foundations" • Item 421,"Hydraulic Cement Concrete" • Item 441,"Steel Structures" • Item 442,"Metal for Structures" • Item 445,"Galvanizing" • Item 449,"Anchor Bolts" Furnish alloy steel or medium-strength mild steel anchor bolts in accordance with Section 449.2.1.,"Bolts and Nuts,"unless otherwise shown on the plans. 3. CONSTRUCTION 3.1. Standard Design.Fabricate poles assemblies in accordance with this Item to the designs shown on the plans.Alternate designs are not acceptable.Deviations that affect the basic structural behavior of the pole are considered to be alternate designs.For deviations that do not affect the basic structural behavior of the pole,electronically submit shop drawings in accordance with Item 441,"Steel Structures,"to the Bridge Division for approval. 3.2. Fabrication.Fabricate and weld in accordance with Item 441,"Steel Structures,"AWS D1.1,Structural Welding Code—Steel;and the requirements of this Item.Fabrication tolerances are given in Table 1. Table I Fabrication Tolerances Part Dimension Tolerance(in.) Length ±1 Thickness +0.12,—0.02 Pole and mast arm shaft Difference between fiats or diameter ±3/16 Straightness 1/8 in 10 ft. Attachment locations ±1 - Overall ±3/16 BaseThickness +1/4,—0 and mast arm mounting plates Deviations from flat 3/16 in 24 in. Spacing between holes ±1/8 Bolt hole size ±1/16 Length ±1/2 Anchor bolts Threaded Length ±1/2 Galvanized Length —1/4 Angular Orientation 1/16 in 12 in.1 Assembled shafts Centering ±3/16 Twist 3°in 50 ft. 1. 1/8 in 12 in.between mounting plates and between mounting plates and base plates. 850 686 Fabrication plants that produce steel traffic signal pole assemblies must be approved in accordance with DMS-7380,"Steel Non-Bridge Member Fabrication Plant Qualification."The Department maintains an MPL of approved traffic signal pole assembly fabrication plants. Provide properly fitting components.Provide round or octagonal shafts for poles and mast arms tapered as shown on the plans.Fabricate mast arms straight in the unloaded condition unless otherwise shown on the plans.The Department will accept bolted slip joints overlapping by at least 1.5 diameters in mast arms 40 ft. and longer. Provide circumferential welds only at the ends of the shafts.Provide no more than 2 longitudinal seam welds in shaft sections.Grind or smooth the exterior of longitudinal seam welds to the same appearance as other shaft surfaces.Ensure 100%penetration within 6 in.of circumferential base welds and 60%minimum penetration at other locations along the longitudinal seam welds.Use a welding technique that minimizes acid entrapment during later galvanizing.Hot-dip galvanize all fabricated parts in accordance with Item 445, "Galvanizing." Treat welds with Ultrasonic Impact Treatment when shown on the plans after galvanization and with the dead load(actual or simulated)applied.Repair damaged galvanizing in accordance with,Section 445.3.5., "Repairs." Connect the luminaire arm to the pole with simplex fittings.Ensure the fittings have no defects affecting strength or appearance. Permanently mark,at a visible location when erected,pole base plates and mast arm mounting plates with the design wind speed. Permanently mark,at a visible location when erected,pole base plates and fixed mast arm mounting plates with the fabrication plant's insignia or trademark.Place the mark on the pole base plate adjacent to the hand- hole access compartment. Deliver each traffic signal pole assembly with fittings and hardware either installed or packaged with its associated components.Ship all components with a weatherproof tag identifying the manufacturer,Contract number,date,and destination of shipment. 3.3. Installation.Locate traffic signal pole assemblies as shown on the plans unless otherwise directed to secure a more desirable location or avoid conflict with utilities.Stake the traffic signal pole assembly locations for verification by the Engineer. Use established industry and utility safety practices when working near overhead or underground utilities. Consult with the appropriate utility before beginning work. Construct foundations for new traffic signal pole assemblies in accordance with Item 416,"Drilled Shaft Foundations,"and the details shown on the plans.Orient anchor bolts as shown on the plans. Erect structures after foundation concrete has attained its design strength as required on the plans and Item 421,"Hydraulic Cement Concrete."Coat anchor bolt threads and tighten anchor bolts in accordance with Item 449,"Anchor Bolts." After the traffic signal pole assembly is plumb and all nuts are tight,tack weld each anchor bolt nut in 2 places to its washer.Tack weld each washer to the base plate in 2 places.Never weld components to the bolt.Tack weld in accordance with Item 441,"Steel Structures."After tack welding,repair galvanizing damage on bolts,nuts,and washers in accordance with Section 445.3.5.,"Repairs." Do not grout between the base plate and the foundation. • 851 686 3.4. Relocation.Disconnect and isolate traffic signal cables before removing the pole.Remove existing traffic signal pole assemblies as directed.Ensure the poles or attached components suffer no undue stress or damage.Signs,signal heads,mounting brackets,luminaires,etc.,may be left on the poles.Repair or replace damaged components as directed. Remove abandoned concrete foundations,including steel,to a point 2 ft.below final grade unless otherwise shown on the plans.Cut off and remove steel protruding from the remaining concrete.Backfill the hole with materials equal in composition and density to the surrounding area.Replace surfacing material with similar material to an equivalent condition. Move existing pole assemblies to locations shown on the plans,or as directed.Construct foundations for relocated traffic signal pole assemblies in accordance with Item 416,"Drilled Shaft Foundations,"and the details shown on the plans.Install existing pole assemblies on new foundations in accordance with Section 686.3.3.,"Installation." Accept ownership of unsalvageable materials and dispose of in accordance with federal,state,and local regulations. 4. MEASUREMENT This Item will be measured by each traffic signal pole assembly installed or relocated. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Install Traffic Signal Pole Assemblies(Steel)"of the types and sizes specified or"Relocate Traffic Signal Pole Assemblies(Steel)"of the types specified. New drilled shaft foundations will be paid for under Item 416,"Drilled Shaft Foundations." , 5.1. Installation.This price is full compensation for furnishing,fabricating,galvanizing,assembling,and erecting the pole upon a foundation;furnishing and erecting required mast arms and luminaire arms;furnishing and placing anchor bolts,nuts,washers,and templates;and materials,equipment,labor,tools,and incidentals. 5.2. Relocation.This price is full compensation for removing traffic signal polesassemblies;removing existing foundations;backfilling and surface placement;storing the components to be reused or salvaged;furnishing, fabricating,and installing required new components including anchor bolts,nuts,washers,and templates; placing and securing traffic signal pole assemblies on new foundations;furnishing and placing conduit, ground rods,and wiring;disposal of unsalvageable materials;loading and hauling;and materials,equipment, labor,tools,and incidentals. 852 687 Item 687 Pedestal Pole Assemblies , r nt of 7ionsportadon 1. DESCRIPTION • Installation.Furnish and install pedestal pole assemblies for vehicle and pedestrian signals. • Relocation.Remove and relocate existing pedestal pole assemblies. • Removal.Remove existing pedestal pole assemblies. 2. MATERIALS Furnish new materials in accordance with the following Items and with details shown on the plans: • Item 445,"Galvanizing" ■ Item 449,"Anchor Bolts" • - Item 656,"Foundations for Traffic Control Devices" 2.1. Pedestal Pole Base.Provide prequalified pedestal pole bases from the Department's MPL in accordance with DMS-11140,"Pedestal Pole Base." 2.2. Pedestal Pole.Provide 4-in.diameter schedule 40 steel pipe or tubing,aluminum pipe(alloy 6061 T6),or rigid metal conduit.Do not use aluminum conduit.Galvanize pedestal pole assemblies in accordance with item 445,"Galvanizing,"unless otherwise shown on the plans. 2.3. Pedestrian Push Button Pole Assembly.Provide diameter as shown on the plans,schedule 40 steel pipe or tubing,aluminum pipe(alloy 6061-T6),or rigid metal conduit.Do not use aluminum conduit.Galvanize pedestrian push button post in accordance with Item 445,"Galvanizing,"unless otherwise shown on the plans. 3. CONSTRUCTION Install foundations in accordance with Item 656,"Foundations for Traffic Control Devices." 3.1. Pedestal Pole Base.Ground the base with connectors to the 1/2-13 NC female threaded hole.Fabricate the base for 4 L bend anchor bolts arranged in a square pattern with a 12-3/4 in.bolt circle.Provide mild steel anchor bolts in accordance with Item 449,"Anchor Bolts,"for each base.Provide three 1/16-in.thick and three 1/8-in.thick U-shaped galvanizing steel shims for each base.Size shims to fit around the anchor bolts. . 3.2. - Installation.Install pedestal pole assemblies and pedestrian push button post assemblies as shown on the plans,or as directed.Pedestal pole assemblies include foundation,pole shaft,base,anchor bolts,anchor bolt nuts,anchor bolt template,shims,and miscellaneous components.Watertight breakaway electrical disconnects are required for pedestal pole assemblies used in conjunction with vehicle and pedestrian heads and components.Pedestrian push button post assemblies include foundation,pole,and post cap. Use established industry and utility safety practices to erect assemblies near overhead or underground utilities.Consult with the appropriate utility company before beginning such work. Repair damaged galvanizing in accordance with Section 445.3.5.,"Repairs." 3.3. Relocation.Disconnect and isolate the electrical power supply before removal of the assembly.Remove existing assembly as directed.Salvage existing components such as signs,heads,buttons,pole,and base unless otherwise directed.Repair or replace lost or damaged components as directed. • 853 687 Install foundations in accordance with Item 656,"Foundations for Traffic Control Devices." Relocate existing assembly to the location shown on the plans or as directed.Install existing assembly at new foundations in accordance with Section 687.3.2.,"Installation."Remove existing foundations in accordance with Section 687.3.4.,"Removal."Accept ownership of unsalvageable materials,as determined by the Engineer,and dispose of in accordance with federal,state,and local regulations. Repair galvanizing for any damaged steel part or any steel part welded after galvanizing in accordance with Item 445,"Galvanizing." 3.4. Removal.Disconnect and isolate electrical power supplies before removal of the assembly.Remove existing sign panel,beacons,pole,and base from existing assembly.Store items to be reused or salvaged without damaging them.Store sign panels above the ground in a vertical position at locations shown on the plans or as directed.Accept ownership of unsalvageable materials and dispose of in accordance with federal,state, and local regulations. Disconnect and remove conductors from abandoned circuits.Remove abandoned conduit and ducts to a point 6 in.below final grade.Destroy existing transformer bases to prevent reuse.Remove abandoned foundations to 2 ft.below the finished grade unless otherwise shown on the plans.Cut off and remove steel protruding from the remaining concrete.Backfill the remaining hole with material equal in composition and density to the surrounding area.Replace any surfacing with like material to equivalent condition. 3.5. Painted Finish.When required,paint pedestal pole and pedestrian push button post assemblies in accordance with details shown on the plans. 4. MEASUREMENT This Item will be measured by each pedestal pole assembly or each pedestrian push button post assembly installed,relocated,or removed. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Install Pedestal Pole Assembly,""Install Pedestrian Push Button Post Assembly,""Relocate Pedestal Pole Assembly,""Relocate Pedestrian Push Button Post Assembly,""Remove Pedestal Pole Assembly"or"Remove Pedestrian Push Button Post Assembly." New signal heads will be paid for under Item 682,'Vehicle and Pedestrian Signal Heads." 5.1 Installation.This price is full compensation for furnishing and installing the shaft;base,shims,anchor bolts, and foundation;and materials,equipment,labor,tools,and incidentals. 5.2 Relocation.This price is full compensation for removing the pedestal pole or pedestrian push button assemblies;removing existing foundations;installing new foundations;furnishing,fabricating,and installing any new components as required and replacing the assembly on its new foundations with all manipulations and electrical work;controller;salvaging;disposal of unsalvageable material;loading and hauling;and equipment,material,labor,tools,and incidentals. 5.3 Removal.This price is full compensation for removing the various pedestal pole assemblies components; removing the foundations;storing the components to be reused or salvaged;disposal of unsalvageable material;backfilling and surface placement;loading and hauling;and equipment,materials,tools,labor,and incidentals. 854 ' 688 Item 688 Pedestrian Detectors and Vehicle Loop Detectors Arepartmard iansporteNon 1. DESCRIPTION Furnish and install traffic signal detectors. 2. MATERIALS Provide new materials that comply with the details shown on the plans,the requirements of this Item,and the pertinent requirments of the following Items: • Item 618,"Conduit" • Item 624,"Ground Boxes" • Item 682,'Vehicle and Pedestrian Signal Heads" • Item 684,"Traffic Signal Cables" 2.1. Pedestrian Detectors.Supply housing or an adapter(saddle)that conforms to the pole shape,fitting flush to ensure a rigid installation.Supply adapters of the same material and construction as the housing.Supply push-button switches that have single-pole,single-throw contacts and screw-type terminals and have a design life of at least 1 million operations. Ensure the internal components provide a push-button with normal open contacts,and include all electrical and mechanical parts required for operation.Ensure the push-button assembly is weather-tight and tamperproof,is designed to prevent an electrical shock under any weather condition,and has provisions for grounding in accordance with the NEC. 2.1.1. Standard Pedestrian Detectors.Provide a 2-piece cast aluminum housing unit consisting of a base housing and a removable cover.Provide threaded holes for 0.5-in conduit in the housing for any necessary conduit attachment. • Ensure the manufacturer's name or trademark is located on the housing. • 2.1.2. Accessible Pedestrian Signals(APS).Provide accessible pedestrian detectors in accordance with DMS-11132,"Accessible Pedestrian Signals(APS)." 2.2. Vehicle Loop Detectors.Use stranded copper No. 14 AWG XHHW cross-linked-thermosetting- polyethylene-insulated conductor rated for 600 volts AC for vehicle detector loop wire unless otherwise shown on the plans.Ensure each length of wire shows the name or trademark of the manufacturer,insulation voltage rating,wire gauge,and insulation type at approximate 2-ft.intervals on the insulation surface. When shown on the plans,use flexible vinyl or polyethylene tubing with 0.184 in.minimum inside diameter, 0.031 in.minimum wall thickness,0.26 in.maximum outside diameter,and a smooth bore.Use tubing that does not adhere to the loop wire in any way and is capable of resisting deterioration from oils,solvents,and temperatures up to 212°F.Use tubing that is abrasion-resistant and remains flexible from—22°F to 212°F. Use orange or red tubing unless otherwise shown on the plans. Use sealant for the vehicle detector loops in accordance with DMS-6340,'Vehicle Loop Wire Sealant." 855 688 3. CONSTRUCTION 3.1. Pedestrian Detectors. 3.1.1. Push-Button Unit.Meet the requirements of the TMUTCD when installing push-buttons.Wire the push- button according to manufacturer's installation instructions.Close unused housing openings with a weather- tight closure painted to match the housing.Verify that each button is communicating and fully functional. Do not use terminal connections or splice wire leads except at approved locations.All allowed splices must be watertight. • Attach wires to terminal posts with solderless terminals unless otherwise advised by manufacturer's recommendations.Attach terminals to the wires with a ratchet-type compression crimping tool properly sized to the wire. Mount a pedestrian push button sign near each push button as shown on the plans. For installations where APS buttons are placed less than 10 ft.apart from one another,program the appropriate speech walk message(include the name of the appropriate street in the message)for these buttons.When 2 APS buttons are installed on the same pole ensure that the APS buttons are,insulated to eliminate vibrations from traveling to the other button. 3.1.2. Controller Unit.If a controller unit is required by the plans,integrate the pedestrian controller unit into the traffic signal controller cabinet assembly. 3.2. Vehicle Loop Detectors.Provide the loop location,configuration,wire color,and number of turns shown on the plans.Loops may be adjusted by the Engineer to fit field conditions. 3.2.1. Saw-Cuts.Cut the pavement with a concrete saw to form neat lines.Do not exceed 1 in.depth on concrete bridge slab saw-cuts.Cut all other saw-cuts deep enough to provide a minimum of 1 in.depth of sealant over the wire.Make a separate saw-cut from each loop to the edge of the pavement unless otherwise shown on the plans.Ensure the cut is clean and dry when the wire and sealant are placed. 3.2.2. Conduit.Place conduit between the pavement and ground box as shown on the plans. 3.2.3. Loop Wire Color.Use the following color code unless otherwise shown on the plans.Use white for the first loop on the right followed by black,orange,green,brown,and blue.Use the same color for all loops in the. same lane.Loops installed in multi-lanes will have the same color code in the order the loops are installed.. When facing the same direction that traffic flows,the color code will read from right to left for all lanes carrying traffic in that direction.If traffic moves in 2 directions,the color code will be repeated for the other direction of traffic. 3.2.4. " Loop Wire Installation.When shown on the plans,place the loop wire in a flexible vinyl or polyethylene tubing in accordance with Article 688.2.,"Materials."The loop wire color requirements do not apply to wires in tubing. • Twist the wire from the loop to the ground box a minimum of 5 turns per foot.When only one pair of wires is in a saw-cut,it need not be twisted while in the saw-cut.Do not splice loop wire in the loop or in the run to the ground box. Hold the loop wire in place every 2 ft.with strips of rubber,neoprene flexible tubing,or polyethylene foam sealant approximately 1 in.long.Leave these strips in place and fill the slot with loop sealant. Splice the loop lead-in cable and loop detector wires only in the ground box near the loop it is serving.Use non-corrosive solder for splices and ensure the splice is watertight.Ground the drain wire of the loop lead-in 856 688 cable to earth ground only at the controller or detector cabinet.Ensure the resistance from the drain wire to the ground rod is less than 1 ohm. 4. MEASUREMENT This Item will be measured by the foot of saw-cut containing loop wire and each pedestrian push-button and controller unit. This is a plans quantity measurement Item.The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2.,"Plans Quantity Measurement."Additional measurements or calculations will be made if adjustments of quantities are required. 5. PAYMENT The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement"will be paid for at the unit price bid for"Vehicle Loop Detectors"of the type specified, "Pedestrian Detector Push-button Units"of the type specified or"Pedestrian Detector Controller Unit."This price is full compensation for furnishing,installing,and testing the detectors,detector controller units, including detector configuration devices or software(when applicable);saw-cutting,excavation,backfill, sealant,and sealant placement;pavement repair associated with saw-cutting;and materials,equipment, labor,tools,and incidentals,except as follows. The conduit and loop wire from the edge of pavement to the ground box used for the vehicle loop detectors will not be measured or paid for directly but will be subsidiary to this Item. New ground boxes will be paid for under Item 624,"Ground Boxes."New loop lead-in cable will be paid for under Item 684,'Traffic Signal Cables." I 857 November 3, 2015 Mr. Mohammad Zubair, P.E. Texas Department of Transportation PO Box 1386 Houston, TX 77251-1386 CSJ: Control 0912-31-273 Highway: CS Project: Max Road from FM 518 to W. Cliff Stone Road County: Brazoria Right of Way This is to certify that there is no outstanding right of way in this project. Skipper Jones, P.E. Capital Projects, Assistant Director Date cc: Mr. Steven W. Pike, P.E., RPS Klotz Associates 858 November 3, 2015 Mr. Mohammad Zubair, P.E. Texas Department of Transportation PO Box 1386 Houston, TX 77251-1386 CSJ: Control 0912-31-273 Highway: CS Project: Max Road from FM 518 to W. Cliff Stone Road County: Brazoria 1 Relocation Assistance Program Certification This is to certify that relocation was not required for this project. Skipper Jones, P.E. Capital Projects, Assistant Director Date cc: Mr. Steven W. Pike, P.E., Klotz Associates, Inc. 859 November 3, 2015 Mr. Mohammad Zubair, P.E. Texas Department of Transportation PO Box 1386 Houston, TX 77251-1386 CSJ: Control 0912-31-273 Highway: CS Project: Max Road from FM 518 to W. Cliff Stone Road County: Brazoria Right of Way Encroachments This is to certify that no right of way encroachments existed within the limits of this project, or all removal of encroachments has been completed. Skipper Jones, P.E. Capital Projects, Assistant Director Date cc: Mr. Steven W. Pike, P.E., Klotz Associates, Inc. 860 r� November 3, 2015 Mr. Mohammad Zubair, P.E. Texas Department of Transportation PO Box 1386 • Houston, TX 77251-13 86 CSJ: Control 0912-31-273 Highway: CS Project: Max Road from FM 518 to W. Cliff Stone Road County: Brazoria Utilities Relocation/Adjustments Certification This is to certify that all private utilities, not adjusted as a part of this contract, will be relocated prior to the City issuing the Notice to Proceed for this project. Skipper Jones, P.E. Capital Projects, Assistant Director Date cc: Mr. Steven W. Pike, P.E., Klotz Associates, Inc. 861 Project Manual for: MAX ROAD (CR 108) City of Pearland, TX VOLUME 2 OF 2 pp e'7) • PEARLAND'. E X A S , Fsr. iS� o COP Project No.: TR1205 Bid No.: 0617-47 TxDOT Project No.: STP 2013 (687)MM TxDOT CSJ 0912-31-273 RPS Klotz Associates Project No. 0218.035.000 August 2017 Prepared By: RPS klotz associates 1160 Dairy Ashford, Suite 500 Houston,Texas 77079 281.589.7257 Project Manual for: MAX ROAD (CR 108) City of Pearland, TX VOLUME 2 OF 2 o� _; 44. PEMAND,'. e .TC L X A S ' est. I $� COP Project No.: TR1205 Bid No.: 0617-47 TxDOT Project No.: STP 2013 (687)MM TxDOT CSJ 0912-31-273 RPS Klotz Associates Project No. 0218.035.000 August 2017 Prepared By: RPS klotz associates 1160 Dairy Ashford, Suite 500 Houston,Texas 77079 281.589.7257 GEOTECHNICAL INVESTIGATION MAX ROAD WIDENING PROJECT CITY OF PEARLAND, TEXAS TxDOT CSJ: 0912-31-273 REPORT NO. 1140193501 Prepared for: KLOTZ ASSOCIATES,INC. Submitted by: GEOTEST ENGINEERING,INC. TBPE REGISTRATION NO. F-410 Houston, Texas Key Map Nos. 614 J&K 862 } GEOTEST ENGINEERING, INC. f Geotechnicat Engineers&Materials Testing 5600 Bintliff Drive Houston,Texas 77036 Telephone:(713)266-0588 Fax:(713)266-2977 Report No. 1140193501 July 2,2014 Mr. Steven Pike,P.E. Klotz Associates,Inc. 1160 Dairy Ashford, Suite 500 Houston, Texas 77079 Reference: Geotechnical Investigation Max Road Widening Project City of Pearland,Texas TxDOT CSJ: 0912-31-273 Dear Mr. Pike: Submitted herein is our final report of the geotechnical investigation performed for the referenced project. This report presents geotechnical recommendations for the design of drilled shaft and driven pile foundations for the bridge crossing,abutment slope stability,pavement subgrade soil information and open cut excavation stability, groundwater control and bedding and backfill criteria for storm sewers. TxDOT WinCore logs were forwarded to you on June 6,2013. Pavement subgrade information and axial capacity curves for drilled shafts and piling were forwarded to you on July 16, 2013. Review of pavement design performed by TxDOT was submitted to you on July 22,2013. A draft geotechnical report was submitted to you on July 31, 2013. This final report supersedes all previously submitted reports,transmittals,etc. for the referenced project. This study was authorized through subcontract for consultant services agreement effective February 22,2013. We appreciate this opportunity to be of service to you on the referenced project. Please call us if you have any questions regarding this report, or if we can be of further assistance. Very truly yours, pSE OF 7AAI GEOTEST ENGINEERING,INS* -..•, 4;. y ��D TBPE Registration No.F-410 *I ;' MOHAN BALLAGERE OS%........................ •87622 � re3 fl��.l• C �Q� 1 F' i•cENSE•O�"' Mohan Ballagere,P.E. Kris a 6- Yet6r. Vice President ,�3 © �YC➢.7�9 � VS •P. 0 4� Kuo-Chiang"Frank"Lin, P. i �`6 a. Sr. Vice President MB\FL\ego Copies Submitted: (2+1-pdf) 863 PC38\Geotechnica1W0193501F.DOC TABLE OF CONTENTS Page EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 1.1 General 3 1.2 Project Description 3 1.3 Scope of Work 3 2.0 FIELD EXPLORATION 2.1 General 5 2.2 Sampling Methods 5 2.3 Groundwater Observations 6 2.4 Borehole Completion 6 3.0 LABORATORY TESTING 7 4.0 GENERAL SITE CONDITIONS 4.1 Site Geology 9 4.2 Subsurface Conditions 9 4.3 Groundwater Conditions 10 5.0 BRIDGE FOUNDATION RECOMMENDATIONS 5.1 Recommended Foundation Types 11 5.2 Minimum Embedment Requirement 11 5.3 Axial Capacities of Drilled Shafts and Driven Piles 11 5.4 Group Effects 14 5.5 Settlement 14 5.6 Lateral Capacity 14 5.7 Abutment Slope Stability 14 5.7.1 Method of Analyses 15 5.7.2 Water Level and Soil Parameters 15 5.7.3 Loading Conditions 17 5.7.4 Factors of Safety(F.S.) 17 6.0 APPROACH RAMP EMBANKMENT RECOMMENDATIONS 18 6.1 General 18 6.2 Allowable Bearing Pressure 18 6.3 Lateral Pressure on Retaining Wall 19 6.4 Sliding and Overturning 19 6.5 Global(Rotational) Stability 19 6.6 Embankment Settlement 20 7.0 STORM SEWER RECOMMENDATIONS 21 7.1 Allowable Bearing Pressures 21 7.2 Lateral Earth Pressure Diagrams 21 7.3 Hydrostatic Uplift Resistance 22 7.4 Excavation Stability 22 7.5 Excavation Dewatering 24 7.6 Bedding and Backfill 24 864 TABLE OF CONTENTS (continued) Page 8.0 PAVEMENT SUBGRADE INFORMATION 8.1 Subgrade Material Properties 25 8.2 Subgrade Stabilization Requirements 25 8.3 Review of Pavement Design Performed by TxDOT 25 9.0 CONSTRUCTION CONSIDERATIONS 9.1 Drilled Shaft Foundation Installation 26 9.2 Driven Pile Foundation Installation 26 9.3 MSE Retaining Wall Construction 27 10.0 PROVISIONS 28 11.0 REFERENCES 29 865 ILLUSTRATIONS Figure Vicinity Map 1 Plan of Borings 2 Boring Log Profiles 3.1 thru 3.6 Symbols and Abbreviations used on Boring Log Profile 4 Skin Friction Design—Drilled Shaft Design (Accumulative Graphs) 5.1 thru 5.13 Skin Friction Design—Driven Pile Design (Accumulative Graphs) 6.1 thru 6.13 Point Bearing Design—Drilled Shaft Design 7.1 thru 7.13 Results of Abutment Slope Stability Analyses 8 thru 10 Excavation Support Earth Pressure 11.1 and 11.2 Lateral Earth Pressure Diagram for Permanent Wall 12.1 and 12.2 Uplift Pressure and Resistance 13 Stability of Bottom for Braced Cut 14 TABLES Table Summary of Boring Information 1 Summary of Pavement Thickness 2 Geotechnical Design Parameter Summary—Open-cut Excavation 3 APPENDIX A Figure Logs of Borings A-1 thru A-13 Symbols and Terms Used on Boring Logs A-14 APPENDIX B Figure Summary of Laboratory Test Results B-1 thru B-13 Grain Size Distribution Curves B-14 thru B-22 866 APPENDIX B (cont'd) Figure California Bearing Ratio (CBR) of Laboratory—Compacted Soils B-23a thru B-23c Dry Density versus Laboratory CBR B-23d Consolidated Undrained(UU) Triaxial Compression Test Results B-24 and B-25 Pinhole and Crumb Test Results B-26 Consolidation Test Results B-27 and B-28 APPENDIX C Figure WinCore Soil Strength Analysis—Drilled Shaft Design C-1 thru C-13 WinCore Soil Strength Analysis—Piling Design C-14 thru C-26 867 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 EXECUTIVE SUMMARY The project calls for the Max Road Expansion which will include widening of Max Road approximately 4,500 linear foot(LF)between the future intersection at Hughes Ranch Road and the end of Reid Road. The widening roadway will be constructed as a four lane curb and gutter boulevard with a raised median and underground drainage within a 100 foot—120 foot right-of-way. The project will also include a bridge at Hickory Slough, landscaping, street lighting and traffic signals, if warranted. The northern limit of the project is the future intersection at Hughes Ranch Road. It is expected that two lanes of Hughes Ranch Road will be constructed before the construction of Max Road. Geotest Engineering,Inc.has completed a geotechnical investigation for Klotz Associates, Inc. to explore subsurface conditions for the proposed Max Road widening roadway in Pearland, Texas. This study consisted of drilling and continuous sampling thirteen(13) soil borings (GB-1 through GB-13)to depths ranging from 25 to 80 feet below existing grade,performing laboratory tests on samples recovered from borings, performing engineering analyses and providing geotechnical recommendations for the proposed structures and prepare a geotechnical report. • The existing pavement as revealed by borings GB-3,GB-4,GB-5,GB-6,GB-7,GB-10,GB- 12 and GB-13 consists of 2.0 to 4.0 inches of asphalt over 4.0 to 9.0 inches of limestone, shell and sand base. In borings GB-10, GB-12 and GB-13, 6.0 to 8.75 inches of limestone, gravel and sandy clay was obtained below the base material. • The subsurface soil conditions predominantly consist of cohesive soils underlain or intermittent with cohesionless soils to the explored depths of 25 and 80 feet, except in borings GB-1 and GB-12 where cohesive soils were obtained to the full explored depth of 25 feet. The cohesive soils consist of soft to hard dark gray,gray,brown,yellowish brown and reddish brown clay, sandy clay and silty clay. The cohesionless soils consist of loose to dense gray,brown,yellowish brown and reddish brown fine sand w/silt, silty sand, clayey sand,sandy silt,clayey silt and silt w/sand. Fill material consisting of soft to stiff gray,dark 1 868 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ:0912-31-273 gray, sandy clay w/grass roots, calcareous and ferrous nodules was obtained beneath pavement or existing grade to depths of 3 to 6.5 feet in borings GB-6, GB-7 and GB-8. • Groundwater was initially encountered at depths of 10 feet to 25 feet below existing grade during drilling. The groundwater measured 10 to 15 minutes after water was first encountered is at depths of 7 to 21 feet below the existing grade. • Recommendations for design of drilled shafts and driven full-displacement piles (i.e., prestressed precast concrete piles), for support of the bridge structure at Hickory Slough including abutment stability, are presented in Section 5.0 of this report. • Approach ramp embankment recommendations are presented in Section 6.0 of this report. • Storm sewer recommendations are presented in Section 7.0 of this report. • Pavement subgrade conditions and stabilization requirements for the pavement subgrade including review of pavement design performed by TxDOT are presented in Section 8.0 of this report. • Construction considerations for installation of drilled shaft and driven pile foundations are provided in Section 9.0 of this report. 2 869 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 1.0 INTRODUCTION 1.1 General The project begins from future intersection at Hughes Ranch Road to end of Reid Road. The existing roadway section of Max Road is currently a two-lane asphalt roadway,within an existing 100'right of way. 1.2 Project Description The project calls for the Max Road Expansion which will include widening of Max Road approximately 4,500 linear feet between the future intersection at Hughes Ranch Road and the end of Reid Road. The widening roadway will be constructed as a four lane curb and gutter boulevard with a raised median and underground drainage within a 100 foot— 120 foot right-of-way. The project will also include a bridge at Hickory Slough,landscaping,street lighting and traffic signals, if warranted?The northern limit of the project is the future intersection at Hughes Ranch Road. It is expected that two lanes of Hughes Ranch Road will be constructed before the construction of Max Road. It is understood that pavement design will be performed by TxDOT. The vicinity map is shown on Figure 1. 1.3 Scope of Work The purposes of this study were to perform a geotechnical investigation and develop geotechnical recommendations for the proposed Max Road widening roadway,bridge at Hickory Slough and storm sewer installation. The scope of services consisted of the following: 1) Drill and continuous sample thirteen(13) soil borings to depths ranging from 25 to 80 feet. Texas Cone Penetration (TCP) tests will be performed on every 5-foot interval for all borings. The details of the borings are given below. 3 870 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2,2014 TxDOT CSJ: 0912-31-273 ■ Two (2) 80-foot borings and four (4) 35-foot borings for the bridge crossing over Hickory Slough. ■ Seven (7) 25-foot borings for storm sewer construction and pavement subgrade soil data. 2) Perform laboratory tests including grain size distribution curves with D50 on representative soil samples to evaluate the engineering properties of the soils. Perform California Bearing Ratio tests to determine modulus of subgrade reaction in accordance with AASHTO criteria for Rigid Pavement Design. Perform pinhole and crumb tests to determine the erosion characteristics of the channel embankment soils. 3) Perform engineering analyses to develop geotechnical recommendations for the design of the proposed structures. The recommendations as a minimum will include the following: • Bridge at Hickory Slough — Develop design axial capacity curves for bridge foundation including skin friction and point bearing for piling and drilled shaft in accordance with TxDOT Houston District's procedures. — Perform abutment slope stability. • Provide geotechnical recommendations pertaining to the storm sewers construction including bedding and backfill criteria(in accordance with TxDOT or available Brazoria County guidelines), trench excavation stability, ground water control and select fill criteria, if required. • Review rigid pavement section performed by TxDOT and provide subgrade stabilization requirements. 4 871 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project;City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 2.0 FIELD EXPLORATION 2.1 General Subsurface conditions along the proposed Max Road widening roadway were investigated by drilling thirteen(13)soil borings,designated as GB-1 through GB-13,in general accordance with TxDOT procedures. The depth of borings ranged from 25 to 80 feet. All borings were drilled with a truck mounted drilling rig at the approximate locations shown on Figure 2, Plan of Borings. A summary of boring information is provided in Table 1. The staking and tie-in of soil borings (Station no., offset and ground surface elevation) were provided to us by Klotz Associates, Inc. Pavement cores were taken at borehole locations of GB-3 through GB-7,GB-10,GB-12 and GB-13 along Max Road widening roadway alignment. A summary of pavement thickness is provided in Table 2. 2.2 Sampling Methods At each boring location soil samples were obtained at 5-ft intervals in granular soils, and continuously in cohesive soils between the TxDOT Cone Penetrometer Tests. TxDOT Cone Penetrometer Tests (Tex-132-E) were performed at approximate 5-foot intervals throughout the depth of each boring. Results of the tests are recorded on the boring logs as the number of blows for the first and second 6 inches of penetration at the respective test depths. Samples of cohesive soils were obtained with a 3-inch diameter thin-walled tube sampler in general accordance with ASTM Method D 1587. Granular soils were sampled every 5 feet with a 2-inch diameter split-barrel sampler in general accordance with ASTM Method D 1586. Each sample was removed from the sampler in the field by our soils technician, carefully examined, and classified according to the Unified Soil Classification System (USCS). Suitable portions of each sample were wrapped and sealed in the field and transported to Geotest's laboratory. The shear strength of cohesive soil samples was estimated in the field using a calibrated hand pocket penetrometer. Detail descriptions of the soils encountered, together with recorded blow counts from TxDOT Cone Penetrometer Tests,are provided on the boring logs presented on Figures A-1 through A-13 in Appendix A. A key to symbols and terms used on the boring logs is given on Figure A-14 5 872 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2,2014 TxDOT CSJ: 0912-31-273 in Appendix A. The consistency(strength description)of cohesive soils is based on test data from triaxial compression test (TAT) and TxDOT cone penetrometer data, where TAT data is not available. 2.3 Groundwater Observations Measurements of the depth to water were taken in the open boreholes during drilling. The results of these observations are noted at the bottom of the boring logs presented on Figures A-1 through A-13, in Appendix A. 2.4 Borehole Completion After taking final measurements of the depth to groundwater at each boring location,each of the open boreholes, were grouted with cement-bentonite grout. 6 873 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 3.0 LABORATORY TESTING A laboratory test program was developed to measure pertinent physical and strength characteristics of representative samples from the field exploration. Classification tests were performed on selected samples to aid in soil classification. All geotechnical tests were performed in accordance with TxDOT procedures and ASTM procedures where TxDOT procedures are not available. Undrained shear strengths of selected cohesive soil samples were measured by unconfined compression(ASTM D 2166)and unconsolidated-undrained(U-U)triaxial compression(Tex-118- E)tests. Shear strengths of cohesive samples were also estimated in the field using a calibrated hand pocket penetrometer, and in the laboratory with a Torvane. Moisture content and dry unit weight were measured for each unconfined compression and U-U triaxial compression test sample. Moisture content measurements (Tex-103-E) were also conducted on most samples to identify the moisture profile at each boring location. Liquid and plastic limit tests(Tex-104-E,Tex-105-E)were performed on selected cohesive and semi-cohesive samples to measure soil plasticity characteristics and to aid in soil classification. Sieve analysis and hydrometer tests(Tex-110-E)were performed on selected samples to provide information on grain size distribution. California Bearing Ratio (CBR) tests (ASTM D 1883) were conducted on a composite sample (1 to 6 feet) of the near surface clay soils. Multi-stage consolidated-undrained (CU) triaxial compression tests with back saturations and pore pressure measurements (ASTM D4767)were conducted on six(6) specimens from two selected soil samples. The three stages of consolidation were carried out on the samples following saturation of the samples and consolidation to approximately 100%,200% and 300%or 400%of estimated insitu overburden pressures. Two pinhole tests and one crumb test were performed to determine the dispersion of the cohesion soils for the channel embankment soils. Consolidation characteristics of select cohesive samples were measured by performing one-dimensional consolidation tests. Two one-dimensional consolidation tests,each with a hysteresis loop and a measured fmal rebound,were performed in accordance with ASTM D2435. 7 874 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 Results of most laboratory tests are tabulated on the boring logs presented on Figures A-1 through A-13, in Appendix A. The laboratory tests data are also summarized in the Summary of Laboratory Test Results presented on Figures B-1 through B-13 in Appendix B. Grain size distribution curves, based on results of sieve analyses and hydrometer tests, are presented graphically on Figures B-14 through B-22. Results of the CBR test are presented on Figures B-23a, B-23b and B-23c. The curves of dry density versus CBR are presented on Figure B-23d in Appendix B. The results of consolidated-undrained(CU)triaxial compression tests are presented on Figures B-24 and B-25 in Appendix B. The results of Pinhole and crumb tests are presented on Figure B-26 in Appendix B. The results of one-dimensional consolidation tests,presented as curves of void ratio, e,vs.vertical pressure,p,and coefficient of consolidation,cv,vs vertical pressure,p, are presented on Figures B-27 and B-28 in Appendix B. 8 875 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2,2014 TxDOT CSJ: 0912-31-273 4.0 GENERAL SITE CONDITIONS 4.1 Site Geology The geology of Brazoria County is characterized by two formations,the Beaumont and the Alluvium. These formations are a part of the fluvial and marine coastal complex resulting from the glacial cycles within Holocene/Pleistocene epoch. The lithology includes clay, silt and sand. The Max Road widening project lie within the Beaumont Formation. The clays and sands of this formation are overconsolidated as a result of desiccation or frequent raising and lowering of the sea level and subsequently the groundwater table. Consequently,clays of this formation have moderate to high shear strength and relatively low compressibility. Sands of the Beaumont Formation are typically very fine and often silty. 4.2 Subsurface Conditions Graphical representations of the major strata encountered in borings drilled along the project alignment are presented on boring log profiles on Figures 3.1 through 3.6. To the left of each boring shown on the profile is an indication of the consistency or density of soils within each stratum. For cohesive soils, consistency is related to the undrained shear strength of the soil. Consistency of granular soils is related to the relative density of the soil. To the right of each boring shown on the profile is the USCS classification of the soil within each stratum. The symbols and abbreviations used on the boring log profiles are given on Figure 4. The existing pavement as revealed by borings GB-3,GB-4,GB-5,GB-6,GB-7,GB-10,GB- 12 and GB-13 consists of 2.0 to 4.0 inches of asphalt over 4.0 to 9.0 inches of limestone, shell and sand base. In borings GB-10,GB-12 and GB-13, 6.0 to 8.75 inches of limestone,gravel and sandy clay was obtained below the base material. The subsurface soil conditions along the proposed Max Road expanded roadway,as shown on boring logs GB-1 and GB-13 and as shown on boring log profiles presented on Figures 3.1 through 3.6,predominantly consist of cohesive soils underlain or intermittent with cohesionless soils 9 876 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ:0912-31-273 to the full explored depths of 25 and 80 feet, except in borings GB-1 and GB-12 where cohesive soils were obtained to the full explored depth of 25 feet. The cohesive soils consist of soft to hard dark gray, gray, brown, yellowish brown and reddish brown clay, sandy clay and silty clay. The cohesionless soils consist of loose to dense gray,brown,yellowish brown and reddish brown fine sand w/silt,silty sand,clayey sand,sandy silt,clayey silt and silt w/sand. Fill material consisting of soft to stiff gray,dark gray, sandy clay w/grass roots, calcareous and ferrous nodules was obtained beneath pavement or existing grade to depths of 3 to 6.5 feet in borings GB-6, GB-7 and GB-8. The clays are of high to very high plasticity with liquid limits ranging from 50 to 77 and plasticity indices ranging from 29 to 49. The silty/sandy clays are of low to high plasticity, with liquid limits ranging from 27 to 47 and plasticity indices ranging from 8 to 27. The percent fines (percent passing No.200 sieve)of fine sand w/silt ranged from 6 to 12 percent; the percent fines of silty sand ranged from 13 to 47 percent and the percent fines of clayey sand ranged from 23 percent to 50 percent. The percent fines of sandy silt ranges from 60 to 65 percent and the percent fines of silt w/sand was about 83 percent. The percent fines of sandy/silty clay and clay ranged from 54 to 96 percent. Pinhole and crumb tests show that clay soil obtained from borings GB-8 and GB-9 is non dispersive. 4.3 Groundwater Conditions Groundwater was initially encountered at depths of 10 feet to 25 feet below existing grade during drilling in all the borings. The groundwater measured 10 to 15 minutes after water was first encountered is at depths of 7 to 21 feet below the existing grade. However, various environmental and man-made factors such as amounts of precipitation, changes in creek level, can substantially influence groundwater level. 10 877 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CST: 0912-31-273 5.0 BRIDGE FOUNDATION RECOMMENDATIONS 5.1 Recommended Foundation Types Based on the subsurface conditions revealed by borings GB-8 and GB-9,the bridge structure at Hickory Slough can be supported on either cast-in-place drilled shafts or driven prestressed precast concrete piles. Design of the bridge foundations should ensure adequate axial and lateral capacities of the foundations under consideration. Capacity curves for both drilled shafts and driven piles are presented and discussed in the following sections. 5.2 Minimum Embedment Requirement We recommend that design of the shafts or piles consider the following minimum embedment requirements: • The shafts or piles should have a depth of embedment adequate for support of the imposed axial and lateral loads. • Computation of design capacities of the shafts or piles should provide for reductions in capacities due to construction-related disturbance and shrink-swell of surficial soils with changes in moisture. • Shafts and piles should penetrate into the base stratum(the stratum in which the shaft tip is placed) at least 2 times their diameter or width. 5.3 Axial Capacities of Drilled Shafts and Driven Piles Allowable skin friction capacity and point bearing capacity were computed for cast-in-place drilled shafts and driven full-displacement piles(i.e.,prestressed precast concrete piles) for all the boring locations using TxDOT WinCore (Version 3.1) software. The WinCore software was developed by TxDOT to compute pile capacities based on design methods included in the TxDOT 11 878 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project;City of Pearland Texas July 2,2014 7CDOT CV:0912-31-273 Geotechnical Manual, August 2006. The program computes allowable axial capacity based on a safety factor of at least 2.0 for skin friction and end bearing. Allowable axial capacities of cast-in- place drilled shafts should be computed based on the sum of the allowable skin friction acting on the side area of the shaft plus the allowable point bearing,acting on the end area of the shaft. It should be noted that TxDOT Houston District places a limit on end bearing values of 2.0 tsf,for shafts with diameters over 24 inches and less than or equal to 48 inches. End bearing is neglected in the design of shafts with diameters less than,or equal to 24 inches. TxDOT Houston District practice calls for computation of allowable axial capacities of driven piles based on the accumulative allowable skin friction acting on the side area of the pile,without any contribution due to point bearing. Values of accumulative skin friction for drilled shafts and driven full-displacement piles are based on unit skin friction values computed from laboratory triaxial(TAT)tests for cohesive soils,and from TxDOT cone penetrometer(TCP)tests for cohesionless soils. A soil reduction factor(SR)of 0.7 was applied to the computed values of allowable skin friction for drilled shaft design. The computed unit skin friction values were limited to 1.25 tsf for driven piles and 0.88 for drilled shafts in accordance with TxDOT Houston District practice. Allowable axial capacity for cast-in-place drilled shafts,installed at the location of borings GB-1 through GB-13 should be computed using the curves of accumulative static frictional resistance(in tons/ft of perimeter)presented on Figures 5.1 through 5.13,respectively,and curves of allowable unit point bearing presented on Figures 7.1 through 7.13, respectively. The allowable point bearing for a given shaft size should be computed based on the value of allowable unit point bearing(in TSF), at the design penetration,times the end area of the shafts. Thus,an equation to determine the allowable axial capacity,Q.,for the drilled shafts can be expressed as below. = TrdS-!-4•d2gP in tans Where, S is Accumulative Friction in tons per foot of perimeter of drilled shaft qp is Point Bearing in tsf d is Diameter of drilled shaft in feet 12 879 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ:0912-31-273 Allowable axial capacity for driven full-displacement(precast concrete)piles,installed at the location of borings GB-1 through GB-13 should be computed using the curves of accumulative static frictional resistance (in tons/ft of perimeter)presented on Figures 6.1 through 6.13,respectively. Thus, an equation to determine the allowable axial capacity, Qa, for driven piles can be expressed as below. Qa=4wS in tons Where, S is Accumulative Friction in tons per foot of perimeter of driven pile w is Width of square driven pile in feet Tables of numerical values of unit skin friction, computed using WinCore software, are provided on forms titled"Soil Strength Analysis"in Appendix C,on Figures C-1 through C-13 for drilled shafts, and on Figures C-14 through C-26 for driven piling. The designer should account for the effects of seasonal moisture variations and scour at bridge foundation locations by subtracting the accumulated skin friction at a depth of seasonal moisture variations and/or scour from the total accumulated skin friction at the design tip elevation. A 10 feet depth may be considered as the zone of seasonal moisture variation and no scour depth may be warranted since the abutment slope and channel bottom at bridge location will be paved with concrete riprap. The final design tip elevation should be based on a total load equivalent to the design load plus the capacity of accumulated skin friction determined at the depth(elevation)of the seasonal moisture variations from the skin friction design curve. 13 880 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2,2014 TxDOT CSJ: 0912-31-273 5.4 Group Effects To reduce group effects it is recommended that the piles or shafts be spaced with a minimum center-to-center distance (i.e.,based on a single row of piles or shafts) of at least 3 times the pile width or 2.5 times the shaft diameter. 5.5 Settlement Although detailed settlement analyses were not within the scope of this study,it is believed that drilled shafts and driven piles designed in accordance with the above recommendations,should experience small settlements. Differential settlements, resulting from variation in subsurface conditions and loading conditions, are also expected to be small. 5.6 Lateral Capacity The lateral load capacity will depend on the ground surface deflection,maximum bending moment,stiffness factor and soil modulus between the shafts/piles and surrounding soils. Allowable lateral load can be developed based on allowable ground surface deflection, soil modulus and stiffness of shaft or pile. However,maximum bending moment in the pile or shaft will need to be verified. Lateral load-deflection analyses,using a soil-structure interaction(p-y)model,can be used (if needed)to provide refined estimates of deflections and bending moments along the length of the pile or shaft. This task(L Pile analysis),however,was not in the scope of this project. 5.7 Abutment Slope Stability Based on the bridge layout drawings(dated June,2013),the proposed abutment slope of the proposed bridge over the Hickory Slough will be concrete paved with a 2(H):1(V)slope inclination and 1-foot wide and 4-foot deep key at toe and key way at top of slope. The depth of the creek at the proposed bridge location over Hickory Slough is about 15 feet. Slope stability for the proposed abutment slope of 2(H):1(V) slope with 5-inch thick concrete paving and 1-foot wide and 4-foot 14 881 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ:0912-31-273 deep key at toe and key way at top of slope were analyzed for the end of construction(EOC),rapid drawdown(RD) and long term(LT) conditions. 5.7.1 Method of Analyses. Experience indicates that the failure of a slope occurs by slippage along a surface of nearly circular cross section. Sufficiently accurate estimates of the stability of such slopes can be made if the surface of sliding is assumed to be a circular. Several methods of slope stability analysis are available. The most commonly used method is known as the Bishop Method. For this study, the slope stability analyses were performed using a computer software program GSTABL7 (Reference 1) and the Modified Bishop Method of analysis. The software program with a built-in critical section search algorithm performs a search of circular failure surface and computes factors of safety for each generated surface based on a two-dimensional limiting equilibrium approach. The critical failure surface is that a surface which gives the lowest factor of safety for the input soil parameters, ground water levels and external conditions. 5.7.2 Water Level and Soil Parameters. The water level conditions and selected soil parameters (total and saturated unit weight, cohesion and friction angle)used in the slope stability analyses were developed based on the field and laboratory test data obtained from borings GB-8 and GB-9. End of Construction: The end of construction case models the initial undrained condition of the soil at the end of construction after the completion of the slope excavation. For the analysis of this case, the water level in the creek was assumed to be at the bottom of the slope El. 44 feet and along the slope to the 100-year flood level (El. 51.62 ft). The soil parameter of angle of internal friction for granular/cohesionless soils was based on the TxDOT Cone Penetrometer(TCP) or the Standard Penetration Test (SPT) data (if available) obtained in the field. For cohesive soil, unconsolidated-undrained shear strength parameters were used for the analysis. The selected unconsolidated-undrained shear strength parameters were based on a lower bound value of the undrained shear strength profile developed from the laboratory unconfined compression tests, unconsolidated-undrained triaxial compression tests, torvanes and pocket penetrometers. The selected soil parameters used for the analysis of end of construction case are also presented on the table on Figure 8. 15 882 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ:0912-31-273 Rapid Drawdown: The rapid drawdown case models the condition where high floodwater saturates and piezometerically"loads"the slope and then quickly recedes leaving a large unbalanced piezometric head in the bank slope. This unbalanced force increases the shear stresses in the soils behind the slope. For this case, completely saturated slope from the 100-year flood level were considered and the water level within the creek was assumed to instantaneously drop from the 100- year flood level(El. 51.62 ft)to bottom of the creek(El. 44 ft), subsequent to the saturation of the abutment soils. The soil parameter of the angle internal friction for granular/cohesionless soils was based on the TCP or SPT data(if available)obtained in the field. For earthen slopes,a most critical rapid drawdown case occurs when shrinkage cracks develop all through the slope soils due to the drying of the soil,the shrinkage cracks are filled with water as the water level rises in the creek and the slopes become"saturated"and then the water level in the creek drops rapidly. This case is most common in highly plasticity clay. As shrinkage cracks develop in the high plasticity clay after long periods of exposure to environmental conditions(wetting-drying,swelling-shrinking,etc.),the high plasticity clay shear strength degrades to the weathered effective stress shear strength. Experience with shallow slope failure associated with matric suction loss and strength degradation suggests that realistic crack depths will vary between 3 and 8 feet with an average of about 6 feet(Reference 2). Thus,based on the depth of assumed seasonal moisture variation zone, a crack depth of 7 feet was used for developing the weathered soil parameters. In order to incorporate the effects of weathering on the high plasticity clay shear strength, we used a weathered effective stress angle of internal friction WO and a weathered effective stress cohesion(C W)for the clay soils within the surficial 7 feet or the zone above static water level(whichever is shallower)for the rapid drawdown condition analyses. The(',,,was assumed to be the residual secant friction angle of the soil(Reference 3)and the C,,,was assumed to be the mobilized cohesion intercept of the soil(Reference 4). The effective stress shear strength parameters were used in the unweathered zone. The soil parameters used for the analysis of rapid drawdown case are also presented on the table on Figure 9. Long Term Conditions: For long term condition,the static water level(El.42.0 ft)observed in the borings was considered as the water level in the bank and within the creek. To evaluate the potential stability of a slope or to assess the effectiveness of a slope requires that the physical properties of the subsurface soil involved were measured. The soil parameter of angle internal 16 883 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2,2014 TxDOT CSJ: 0912-31-273 friction for granular/cohesionless soils was based on the TCP or SPT data(if available)obtained in the field. For earthen slopes, the shear strength of the upper 7 feet of the slope soils can degrade because of the weathering or wetting and drying and shrinking/swelling of these soils (especially highly plastic clays). Weathered effective stress shear strength parameters consisting of a weathered effective stress angle of internal friction (4),,,') and a weathered effective stress cohesion (C'W), as described in the previous section of rapid drawdown,were used for the clay soil within the surficial 7 feet or above the static water level(whichever is shallower)to analyze the long term condition in order to account for the degradation of the slope soil shear strength due to weathering. The effective stress shear strength of clay soils were used in the unweathered zone. The soil parameters used for the analysis of long term case are also presented on the table on Figure 10. 5.7.3 Loading Conditions. A surcharge of traffic load at the top of embankment along the roadway was assumed to be 250 psf. 5.7.4 Factors of Safety (F.S.). Based on the soil parameters and water level conditions discussed previously, slope stability analyses were performed for the proposed abutment slope inclination at bridge location. The results of these analyses are presented on Figures 8 through 10. The computed minimum factors of safety are also summarized in the table below. Case Factor of Safety Figure No. End of Construction(EC) 2.88 8 Rapid Drawdown(RD) 1.62 9 Long Term(LT) 2.18 10 Based on the results presented above, it was noted that factors of safety for the proposed abutment slope configuration under all analyzed cases meet the TxDOT minimum required factor of safety of 1.3. 17 884 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2,2014 TxDOT CSJ:0912-31-273 6.0 APPROACH RAMP EMBANKMENT RECOMMENDATIONS 6.1 General Approach embankments with MSE retaining walls along north bound and south bound at south side of the bridge and along north bound at north side of the bridge are to be designed for bridge crossing of Hickory slough. Retaining wall for the embankment should be designed in accordance with TxDOT standard criteria for"Mechanically Stabilized Earth"(MSE)walls. The leveling pad of the wall panels, generally placed one foot(for horizontal level ground)to two feet (for sloping ground) below the lowest fmished grade,should be constructed as specified by TxDOT. Where soft or loose materials are encountered during site preparation,consideration should be given to extending the leveling pad and base of structure to deeper and relatively stable soils. Alternatively, soft or loose subgrade materials can be improved by means of stabilization, and the base of the structure widened to increase the effective bearing area of the embankment structure. 6.2 Allowable Bearing Pressure Based on the subsurface conditions revealed by soil borings GB-6 through GB-10, an allowable(net)bearing capacity of 2,250 psf may be used for the design of leveling pads or shallow foundations for the MSE retaining wall(base). The allowable bearing capacity includes a minimum factor of safety of 2.0. Based on the available retaining wall layout and the maximum height of the proposed MSE wall(H),the maximum vertical stress(Meyerhoff Bearing Stress)was computed for various MSE walls height(H)up to a maximum design height of about 8 feet. The computed Meyerhoff Bearing Stress was found to be less than the recommended allowable (net) bearing capacity value given above, thus no foundation soil improvement will be required for the MSE wall. 18 885 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 6.3 Lateral Pressure on Retaining Wall For MSE wall,the lateral pressure bearing on the reinforced fill can be computed using the following equation: Pa = Ka (r1-1-Fqs) where, pa = lateral(active)pressure in psf, Ka = coefficient of active earth pressure of retaining material,use 0.333(for granular fill) or 0.376 (for on-site or off-site cohesive soil with PI< 30) y = total unit weight of retaining material (backfill), use 125 pcf H = design height of reinforcing wall(including embedment)in feet, and qs = surcharge load,may use 250 psf. 6.4 Sliding and Overturning External stability of sliding and overturning were analyzed for various wall height,H,up to a maximum design height of about 8 feet. The computed factors of safety for sliding and overturning were found to be greater than 1.5 and 2.0, respectively. 6.5 Global (Rotational) Stability Safety factors against rotational failure were computed for the MSE wall using SLIDE,a PC- based software program, and the Modified Bishop Method. Analysis conditions consisted of Short Term total stress conditions (unconsolidated-undrained) and for Long Term effective stress conditions(consolidated-drained). In accordance with TxDOT requirements,a safety factor of 1.3 or higher is considered adequate for rotational stability for each condition. Analyses for Short Term total stress conditions incorporated a piezometric level coincident with the 100-year flood level(El. 51.62 feet). Analyses for Long Term effective stress conditions were based on a piezometric level consistent with measured depths to groundwater at the time of our field investigation. Global stability was analyzed for the maximum design wall height of about 8 feet and was found to be greater than 1.3 for both short term and long term conditions. 19 886 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 6.6 Embankment Settlement Based on the retaining wall layouts and embankment cross sections provided to us,loading configurations (to be used for the settlement analyses) were developed based on the planned fill height above the existing ground along the embankment and retaining wall. Using the developed loading configurations and utilizing the Westergaard analysis of stress distribution, settlement analyses were performed to determine the total settlement along the embankment at the overpass location. The estimated maximum settlements,near the beginning of bridge approach slab location, are presented below. Approximate Embankment Height Above Existing Elastic Settlement Consolidation Total Settlement Embankment Ground (feet) (inches) Settlement(inches) (inches) South 8 - 10 0.4 1.1 1.5 North 6 0.3 0.9 1.2 Approximately 35 percent of consolidation settlement is expected to occur in 3 months, about 60 percent of consolidation settlement may occur in 6 months, and about 80 percent of consolidation settlement may occur in about 12 months. The above estimated rates of consolidation settlement are based on a period required for embankment construction of up to 3 months. The differential settlement(at end of bridge construction)between the bridge abutment and embankment,if excess,may induce the problem of the"bump"near the bridge. In general,the use of an approach slab to connect the bridge deck/abutment and embankment will help to eliminate the problem of the "bump". A suggested value (Briaud, et. al, 1977) of L/200 inch of differential settlement over a slab length of "L" inches is considered to be acceptable. Thus, for a typical approach slab (TxDOT BAS-C) of 20 feet (240 inches) in length, the estimated allowable differential settlement will be about 1.2 inches. Based on the estimated rate of consolidation settlement,it appeared that the remaining consolidation(long term)settlement will be less than 1.2 inches at the end of 3 months. 20 887 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 7.0 STORM SEWER RECOMMENDATIONS The project calls for the construction of 24-inch and 36-inch reinforced concrete pipe(RCP) and 3'x 3'reinforced concrete box (RCB) storm sewers along the proposed Max Road widening. The RCPs and RCB are placed at depths of 4 to 9 feet below the existing grade. The following sections provide information for the design and construction of the storm sewer pipes and storm sewer box and the excavations required for the proposed storm sewer installations. Geotechnical parameters for open-cut excavations were developed and are provided in Table 3. For design, groundwater should be assumed at surface. 7.1 Allowable Bearing Pressures For boxes and manholes placed at depths of 4 to 9 feet, an allowable bearing pressure of 1,500 psf may be used for design. The allowable bearing pressures include a safety factor of 2.0. The above recommendations assume that the final bearing surfaces consist of undisturbed natural soils and that any underlying semi-transmissive zones are properly pressure-relieved prior to and during construction. 7.2 Lateral Earth Pressure Diagrams The pressure diagrams provided on Figures 11.1 and 11.2 can be used for the design of braced excavation. The lateral earth pressure diagram presented on Figures 12.1 and 12.2 is applicable for the design of permanent walls of the structures, i.e. manholes or boxes. For design, the groundwater is assumed at the ground surface,since these conditions may exist after a heavy rain or flooding. To prevent any cracks or damage to permanent wall structure (assumed no wall movement allowed) coefficient of at rest earth pressure (1(e) was used to develop lateral earth pressure diagrams (Figures 12.1 and 12.2). 21 888 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 7.3 Hydrostatic Uplift Resistance Structures, i.e., manholes, extending below the groundwater level should be designed to resist uplift pressure resulting from excess piezometric head. Design uplift pressures should be computed based on the assumption that the water table is at ground surface. To resist the hydrostatic uplift at the bottom of the structures, one of the following sources of resistance can be utilized in each of the designs. a. Dead weight of structure, b. Weight of soil above base extensions plus weight of structure, or c. Soil-wall friction plus dead weight of structure. The uplift force and resistance to uplift should be computed as detailed on Figure 13. In determining the configuration and dimensions of the structure using one of the approaches presented on Figure 13, the following factors of safety are recommended. a. Dead weight of concrete structure, S fl = 1.1 b. Weight of soil (backfill) above base extension, Sfz= 1.5, and c. Soil-wall friction, Ss =3.0. Friction resistance should be discounted for the upper 5 feet, since this zone is affected by seasonal moisture changes. 7.4 Excavation Stability The open excavation may be shored, laid back to a stable slope or some other equivalent means used to provide safety for workers and adjacent structures. The excavating and trenching operations should be in accordance with OSHA Standards,OSHA 2207,Subpart P(latest revision). • Excavation Shallower Than 5 Feet—Protection may not be required when excavations that are less than 5 feet deep and an examination of the ground by a competent person 22 889 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2,2014 TxDOT CST:0912-31-273 provides no indication of a potential cave-in. When any indication of hazardous ground movement or potential cave-in is anticipated during construction, adequate protective system should be provided for all excavations even that excavations are shallower than 5 feet. • Excavation Deeper Than 5 Feet— Excavations that are deeper than 5 feet should be sloped, shored, shielded or provided with some other appropriate means of protection where workers might be exposed to moving ground or cave-ins. The slopes and shoring should be in accordance with OSHA requirements. The following items provide design criteria for trench stability. (i) OSHA Soil Type. Based on the soil conditions revealed by the geotechnical borings,OSHA's soil type"C"should be used for the determination of allowable maximum slope and/or the design of a shoring system. For shoring deeper than 20 feet, an engineering evaluation is required. (ii) Excavation Support Earth Pressure. Lateral earth pressure diagram was developed based on the subsurface conditions indicated by our field and laboratory investigations. The earth pressure diagram developed for excavation support is presented on Figures 11.1 and 11.2. The pressure diagrams can be used for the design of temporary trench bracing. Design of trench boxes for resisting lateral earth pressures can be based on an equivalent fluid pressure of 94 pcf. The computation of the equivalent fluid pressure assumes that groundwater level is at ground surface, since these conditions may exist after a heavy rain or flooding. The effects of any surcharge loads at the ground surface should be added to the computed lateral earth pressures. A surcharge load,q,will typically result in a lateral load equal to 0.5 q. (iii) Bottom Stability. In braced cuts,if tight sheeting is terminated at the base of the cut,the bottom of the excavation can become unstable under certain conditions. The stability of the trench bottom is governed by the shear strength of the soils 23 890 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2,2014 TxDOT CSJ: 0912-31-273 and by the differential hydrostatic head. For cuts in cohesive soils(such as clay and sandy/silty clay)as predominantly encountered for the excavation depths of 4 to 9 feet, stability of the bottom can be evaluated in accordance with the procedure outlined on Figure 14. However, due to cohesionless soils encountered at the invert or within 3 feet from the bottom of excavation in borings GB-3 through GB-7 and GB-13 excavation should be done after dewatering to avoid bottom stability problems. 7.5 Excavation Dewatering Excavations for both the proposed storm sewer pipe and storm sewer box will encounter groundwater seepage to varying degrees depending upon groundwater conditions at the time of construction and the location and depth of excavation. In cohesive soils, as predominantly encountered for the excavation depths of 4 to 9 feet,groundwater may be managed by collection in trench bottom sumps for pumped disposal. However in cohesionless soils,as encountered in borings GB-3 through GB-7 and GB-13 below 10 feet,dewatering such as well points will be required if the excavation depth is greater than 7 feet to lower the groundwater level to at least 5 feet below the level of excavation. The contractor should verify the ground water level at the site at the time of construction and should provide an adequate ground water control method or dewatering system, where required. 7.6 Bedding and Backfill The bedding and backfill for storm sewer pipe and storm sewer box should follow the TxDOT Houston District"Excavation and Backfill Diagrams." 24 891 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project;City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 8.0 PAVEMENT SUBGRADE INFORMATION 8.1 Subgrade Material Properties Based on the laboratory test data obtained from the natural subgrade soils, the effective roadbed soil resilient modulus (MR)is estimated to be about 2,563 psi. 8.2 Subgrade Stabilization Requirements Based on the field and laboratory data, the subgrade support soils at the anticipated finish subgrade elevations consist of medium to high plasticity sandy clay and clay. These soils should be stabilized with at least 6 percent (dry weight of soil) hydrated lime to a minimum depth of eight inches. The actual percentage of lime may be confirmed by laboratory tests at the time of construction. Lime stabilization of clay subgrade should be performed in accordance with TxDOT Item 260. 8.3 Review of Pavement Design Performed by TxDOT Utilizing the 2.57 x 10"618-kips ESAL's for 30 year provided by City of Pearland and design parameters provided by TxDOT with the exception of effective modulus of subgrade reaction(k)of 49 psi/in for 8-inch lime treated subgrade(based on modulus of subgrade reaction of 2,563 psi and loss of support of 1),the determined pavement section will be 9-inch Jointed Reinforced Concrete Pavement over 8-inch lime treated subgrade. Hence the TxDOT recommended pavement section of 9-inch Jointed Reinforced Concrete Pavement (JRCP) over 8-inch lime treated subgrade will be adequate for Max Road Expanded Roadway. 25 892 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ:0912-31-273 9.0 CONSTRUCTION CONSIDERATIONS 9.1 Drilled Shaft Foundation Installation Drilled shaft construction should follow TxDOT Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges,2004,Item 416. Due to the presence of water bearing cohesionless soils encountered at the site,it is anticipated that shaft installation will require the use of slurry displacement methods, and possible surface casing. The surface casing is temporary and shall be retrieved as outlined in TxDot Standard Specifications. If structural design calls for shaft diameters in excess of 60 inches to terminate in sand, we recommend a more restrictive construction specification that limits slurry sand content to four(4)percent. 9.2 Driven Pile Foundation Installation Piling should be installed in accordance with TxDOT Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004, Items 404 and 409. The allowable skin friction curves,presented on Figures 6.1 through 6.13,were based on the assumption that the piles will be installed by driving. It may be anticipated that the installation of driven piles will likely encounter hard driving, or refusal, within the layers of dense fine sand w/silt and silty sand encountered between the depths of 16 and 25 feet in boring GB-4; between the depths of 19 and 22 feet in boring GB-8;between the depths of 78 and 81 feet in boring GB-9 and between the depths of 29 and 33 feet in boring GB-10. If piles are to be installed to any appreciable depth into these soils,a pile driveability analysis should be performed. A driveability analysis will help in evaluating the pile-hammer combination best suited for pile installation,reducing the need for installation aids,and reducing the risk of pile damage resulting from excessive driving stresses. 26 893 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 9.3 MSE Retaining Wall Construction The Mechanically Stabilized Earth(MSE)wall usually employ metallic(strip or bar mat)or geosynthetic (geogrid or geotextile) reinforcement that is connected to a precast concrete or prefabricated metal facing panel to create a reinforced soil mass. Careful planning and monitoring of the key design elements are essential for a successful performance of MSE wall. The MSE wall should be constructed in accordance with TxDOT Specifications for Construction of Highways, Streets and Bridges, Standard 2004,Item 423. It is important to ensure that a good drainage system and backfill soil(such as cement-stabilized sand within the reinforced volume and nonplastic soil beyond the reinforced volume)be used to prevent excessive moisture accumulations in the backfill. Prior to the placement of wall panels or reinforced structure fill,the bottom of the excavation(for the leveling pad)and the base of the structure must be maintained in a dry and stable condition. Where soft or loose materials are encountered during site preparation, consideration should be given to extending the leveling pad and base of the structure to deeper and relatively stable soils. Alternatively,soft or loose subgrade materials can be improved by means of stabilization, and the base of the structure widened to increase the effective bearing area of the embankment structure. Moreover,the foundation shall be compacted with a smooth wheel vibratory roller or other roller approved by the engineer prior to wall construction. Any foundation soils found to be unsuitable shall be removed and replaced. 27 894 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2,2014 TxDOT CSJ:0912-31-273 10.0 PROVISIONS The subsurface conditions and design information contained in this report are based on the test borings made at the time of drilling at specific locations. Some variations in soil conditions may exist between test borings. Should any subsurface conditions other than those described in our boring logs be encountered,Geotest should immediately be notified so that further investigation and supplemental recommendations can be provided. The depth to the groundwater level may vary with changes in environmental conditions such as frequency and magnitude of rainfall, as well as area construction activities. The analysis and recommendations presented in this report are based, in part, upon the data obtained from subsurface explorations made at the time test borings were drilled at specific locations. The stratification lines on the boring logs represent approximate boundaries between soil types. Actual transitions between soil types may be more gradual than depicted. This report has been prepared for the exclusive use of Klotz Associates,Inc.,City of Pearland, and TxDOT, specifically for the design of the Max Road Widening project in Pearland, Texas. This report may not be reproduced in whole or part without the written permission of Geotest Engineering, Inc., Klotz Associates,Inc., City of Pearland, or TxDOT. 28 895 Geotest Engineering,Inc. Report No. 1140193501 Max Road Widening Project; City of Pearland, Texas July 2, 2014 TxDOT CSJ: 0912-31-273 11.0 REFERENCES 1. Garry H.Gregory and Harold W.Van Aller(1999)GSTABL 7 with Stedwin Slope Stability Analysis System Software. 2. Charles Aubeny and Robert Lytton(February 2003) "Estimating Strength Versus Location and Time in High-Plasticity Clays," Report No. FHWA/TX-03/2100-P1, Texas Transportation Institute, The Texas A &M University System, College Station, Texas. 3. A. A. Saleh and Stephen G. Wright (October 1997) "Shear Strength Correlations and Remedial Measure Guidelines for Long-Term Stability of Slopes Constructed of Highly Plastic Clay Soils,"Research Report 1435-2F,Center for Transportation Research,Bureau of Engineering Research, The University of Texas at Austin,Figure 3.2. 4. G. Mesri and M. E. M. Abdel-Ghaffar (August 1993) "Cohesion Intercept in Effective Stress-Stability Analysis,"Journal of Geotechnical Engineering,Volume 119,No.8,Figure 13. 29 896 ILLUSTRATIONS Figure Vicinity Map 1 Plan of Borings 2 Boring Log Profiles 3.1 thru 3.6 Symbols and Abbreviations used on Boring Log Profile 4 Skin Friction Design—Drilled Shaft Design(Accumulative Graphs) 5.1 thru 5.13 Skin Friction Design—Driven Pile Design(Accumulative Graphs) 6.1 thru 6.13 Point Bearing Design—Drilled Shaft Design 7.1 thru 7.13 Results of Abutment Slope Stability Analyses 8 thru 10 Excavation Support Earth Pressure 11.1 and 11.2 Lateral Earth Pressure Diagram for Permanent Wall 12.1 and 12.2 Uplift Pressure and Resistance 13 Stability of Bottom for Braced Cut 14 897 • • II • m e-41 O z .G . O To To • • Tomball Spring To • 47 Porter CO. / 59 To • 1960 Waller Humble Cypress �1964j. 290 . c ) .".....`""1 4414P . . ; _ , i'l • . Houston 0 c) W. To • Katy, � rO f�a• � To Pasadena 11093 • Clodine ,225 . Bellaire Aiir/s0.ik. 90 Sugarland 11111 5s • 2ae" To Alvin PROJECT • • " SITE _ - VICINITY MAP (NOT TO SCALE) Geotest Engineering, Inc. • FIrT 898 Z 4.• ��^ Z , ... ARBOR 1.N Y- �' i pU►ET 0 0 -d f. 0 ' 7. ,•: GB-7 + in �-,, t; 1 CO G `-__- _. t. • Ali GB-3 s!o tt , =-r•----;- -' _-- ..; -_ =- -R;Kt,._--� .n � �-,t 41. i _._... - t 2 Aut --� -_ : .= . ram_ �{n . -_.._.___,____..a.____. ._ 2. _.._ 1a:. _e.. . - -- - - _ -ti ry�,,,�,ram' ,. :1 �.-Vic. ,83r' - •.-,s: 3r �..� , .9111 • • ; (• { __f��'t: -s- h .._ v �7`-___.._._. �., uin v2•� -�,.��.� /� - �� _ � ,r.�t „✓' �� .� i "I^• ``'-?i.• �' ._�_- 1! !. r an. . fI, ,..•�r•rL , : i,l ...ar;� ' ..2 j ti .- ' .t4; 1:____ ______ _,..t-. 2,-2,...„._._... .-I i �y 'Et.�--- f.•# '..r ill, ip`- t,, 7.'�ii •''i.?'•s aaa-,. - • ':r�,��. W BEGIN PROJECT *4 .4, ` C�yl,,,r., CSJ: 0912-31-273 e`• i* •'"' + ''t'' GB-4 GB-5 GB-6 J f MAX RD STA 10.00.00 '��- �� ' ++ .. V i • \='-`-`)'.1.1, `":a''." i ram i• 't ' BORE LOG-ID X Y ELEY STA OFF ''`• •' ' BORE 1 3134843.080 13771633.850 51.22 16 02.3822 2.69 LT • :�'S "•s'., " 7 - . ''/ GB-2 BORE 2 3134665.800 13772005.680 51.58 19+94.3647 62.62 RT i\I i`Ks,` '•" - - e 'w BORE 3 3134323.630 13772381.780 52.31 25+32.4193 12.70 LT >- ,:' BORE 4 3134297.050 13772890.710 52.31 30+42.3391 .33.49 RT BORE 5 3134274.540 13773375.690 52.40 35 29.6335 5.57 RT 44 COI C Q VIt �� 'may-! ;ti' : ' 1 ? BORE 6 3134266.530 13773549.750 52.82 37+03.6516 0.12 RT a 0 . . - : c .- . BORE 7 3134218.200 13773561.550 52.96 37+17.7751 47.62 LT 0 100 200 = .a' BORE 8 3134299.000 13773771.730 51.06 39+23.7254 43.61 RT L 0�! \ ! .Y''.�,io T - .i C- SCALE: 1"•200' o m , 1 �irB-1 BORE 9 3134192.354 13773859.774 52.02 40+16.9962 58.49 LT • BORE 10 3134242.900 13774014.990 52.76 41 69.49Dfi 0:24 LT . -" `= B`'J� � BORE 11 3134185.320 13774029.700 51.10 41+87.0670 57.01LT PRELIMINARY t--:�- .a ,ZOO- -- _ f- BORE 12 3134205.540 13774487.750 52.72 46+43.5286 13.86 LT ` , BORE 13 3134176.760 13775065.030 52.94 52+21.5256 13.68 LT DOCUMENT IS FOR INTERIM REVIEW AND NOT • �A101 281 -- _ •• INTENDED FOR CONSTRUCTION BIDDING, OR JdI _� f PERMIT PURPOSES. u STEVEN W. PIKE,PE c 92961 0 si• TEXAS SERIAL NO. o 4Tj� JUNE 2013 DATE • 0 fc• Co0 '0 ' a 0 • - o O .}' 1w p i' =N'1 . tom. DATE REVISION APPROV.3.0 re) ?; `} GB-9 GB 111_ ___. GB-12- _GB-13 i k I o # z a s s o c i a # e s d - 1 ' t---r .--•--' _ � i � 11$0 Dary Ashford,suite SOO c 7 i 1}i ! : _...___ f - ' .----;'w-_.�.. ��.- _ -...-_- .""-- --.........--- Iy Houston. _7707BB 0 �ti}� a I, stii8Lw "':. ::::..r:-...-. -::�3F:_._:�. �Ph1Al� •-_-"'.Ltf11gF_:-- .�.-.,-.. ..: i _.�,._ �.e ' a -----_..-..-, 1-AT T BLsoffic c F 4 1.589.73D9 x V, ;--, nasloaeNkeQklotz.gom a p ..�, ,: _ _,y+�.:-3. _ Tema PE Firm Reg./f-929 cz CC NJ I 1 tAl �' l,u ! �� Y - a •. - X'Q"`. - °tab{. .�c ate!_ 6 3 ;__.1_' -��• t ®TBJCflS Department Of Transportation p Li., .7. f n ..:4.- ,..._.-4?...---. i',4:- •-. � � #r i , • .._ -•_ Wit.•-,;.{; _ _?z�r'�:' �_.- m zon TAROT o w _• •,+�_ bi.Y,. .R •aa.�1 .,_•a,.•.aa. .�..�5i•• .•ram 1- ---.1. .---... ,' z... _ _ • .r iiYr.•.a�y.a"•' ,.�rJ.ar.Rl1 " '+ ',+r...a p Z ; �•-- ' ,�,,{ , W j, '�. , tnc�c�., -i s t�t>tr+ial ;;,- , __. j..ry ! � � M z • C1 TY Of PEARL AND, TEXAS o P-.. ; -- ------_,�___ .t__�.__ =,L___._1U.-.�L__ ._ _.___:,__._ __._ ,:: -z-t____�.i ;f�_-----„__�.__ ____ - MAX ROAD ■I DEN ING o Rag 0 o _ ;cr II ', '} V. GB-10 -I l�, GB-8 . a.i; v ; ; ;`,1 _ PLAN OF BORINGS Q< I- si ; ,. V • c ry p }'i o p i ' tf "i SHEET 1 OF 2 a if • 0 p� 141 O b UIV:frig: -PROJECT NO.• SHEET N Legend: rv', - - -• 6 STP 2013 I6871 MM 2 e PI O • - STATE DIST, COUNTY N o a0 Boring TEXAS HOU BRAZORIA 899 ` FIGURE2 CONT. SECT. •JOB HIGHWAY NO. r t° 0912 31 273 CS ) • 55 55 GB-1 GB-2 GB-3 GB-4 GB-5 GB-6 So-St °- So-St F f�`.. V So-St ��(I 6 V/St !; / CH• CL 11 45 - /ill/ /... CL CL St � CL Agg Q SZ f CL 4 Lo-S/Co S/Co'....t. Lo .A S/Co-De V/St S/Co-Co 'i •.:ML I .r 35 - •' 1.:ML •• •, SM De •• St �:;:. • •SP—SM S/Co—Co• Co CL SP-SN, SL CO • • .. 25 ••SP-SM w w • -25 w Z • w Z P• LO ;• :. Z O • SC Z > - 0 w - w 15 - - 15 w w 5- • -5 -5 • - -5 -15- - -15 GENERAL NOTES: BORING LOG PROFILE • 1. See Figure 3 for opproximote location of borings and profile section. Max Rood 2. Dote concerning subsurface conditions hove been obtained at boring locations only. Actual conditions between borings may differ from the profile shown here. 3. See logs of boring for detailed description of soils encountered in each borehole. 4. See Figure 4 for symbols and abbreviations used on this profile. • 0 100 200 300 400 5. Ground surface elevation of each boring location was based on survey data provided to us by Klotz Associates, Inc. - HORIZONTAL SCALE IN FEET Job No. 114010501 Geotest Engineering, Inc. - FIGURE 3.1 900 55 55 GB-6 GB-7 So-St �.8 11 So-St 00. CL St 45 - -45 CL S/Co-10m Q S/Co-De • • SM • 35 - -35 S/Co-Co • •'• SM • •• SP-SM • 25 - • • -25 w • w w z - Lo • yyy SC St OZ w w 15 - - 75 w 5 - -5 -5- --5 -15- --15 GENERAL NOTES: 1. See Figure 2 for approximate location of borings and profile section. 2. Data concerning subsurface conditions hove been obtained at BORING LOG PROFILE boring locutions only. Actual conditions between borings may differ from the profile shown here. Max Rood 3. See logs of boring for detailed description of soils encountered in each borehole. 4. See Figure 4 for symbols and abbreviations used on this profile. 5. Ground surface elevation of each boring location was based on 0 10 20 30 40 survey data provided to us by Klotz Associates, Inc. - HORIZONTAL SCALE IN FEET Job No. 1140193b01 Geotest Engineering, Inc. Flr_IIRL' 3.2 901 55 GB-7 55 GB-8 GB-9 So-Si U �� 0; llllti v/st CL so v. I CH • •I'. I ' `• S/Co- • So-V/St - -45 C� 1... �.. $Z I CH So-M/St CL Q ••• `CL Co. • - S/Co-De 35 - , • 4 •f: -35. SM 'SM 'SM • Lu 25 •' S/Co la! SC -25 I- f •• 1. LI St ISt-V/St ZZ • M/StO /' ZSt ��• CL OQ <w w 15 /CH - 15 1±1/Cy W / V/St 0000 5 - St-V/moo 01111° St-V/St // -5 , CL s CL 0� - Old -5- Co-De • SC --5 Co • =SP-SM Co SM SP-SM • -15-_ V/St-Hd •' St-V/St - -15 r. . CL 64 CL 1 ' FA Co .1. GENERAL NOTES: ti.SM ML BORING LOG PROFILE 1. See Figure 2 for approximate location. of borings and profile section. •ti•�L' De Max Rood 2. Data concerning subsurface conditions hove been obtained at boring locations only. De 1 J. • Actual conditions between borings may differ from the profile shown here. •SM 3. See logs of boring for detailed description of soils encountered in each borehole. ML 4. See Figure 4 for symbols and abbreviations used on this profile. 5. Ground surface elevation at each boring location was based on survey data provided 0 50 100 150 200 {, to us by Klotz Associates, inc. HORIZONTAL SCALE IN FEET Job No. 1140193501 Geotest Engineering, Inc. • FIGURE 3.3 - 902 55 GB-10 55 GB-9 — so; st V V/St /CH So CH So-M/St Kj So—M/St mr,CL 3Z irii CL Co 101 �� sz 35 — S/Co c —35 SM. •SM Co . De SP—SM M/SL V V/St r#CH 15 — CH — 15 V/St / St—V/Sto"CL w -5— Co-De 1 — -5 w F- w SM w Z t,.. Z OZ Si—V/St 7 CL Z 0 uJ CO MI- LI —25— Deli nSV - -25 Li —45— — —45 —65— — —65 -85— —-85 GENERAL NOTES: 1. See Figure 2 for approximate location of borings and profile section. 2. Data concerning subsurface conditions have been obtained at BORING LOG PROFILE boring locations only. Actual conditions between borings may differ from the profile shown here. Max Road 3. See logs of boring for detailed description of soils encountered in each borehole. 4. See Figure 4 for symbols and abbreviations used on this profile. 5. Ground surfoce elevation of each boring location was based on 0 50 100 150 200 survey data provided to us by Klotz Associates, Inc. MUM — HORIZONTAL SCALE IN FEET Job No. 1140193b01 Geotest Engineering, Inc. FIGURE 3.4 903 55 55 GB-10 a- :°: GB-11 St � So—H CH /CH So/45 - So-M/St -45 So-St / CL // �CL S/Co- . �« Q ;. % IZ 35 - • ..1.*.. • / -35 .SM :`• Co• � • 1.- 25 .1..ti•SM -25 w LLI ti. W ? SP-SM •1•'•• w St-V/St % z 0 V/St % CH CH O i� W 15 - I - 15 Lo j w 5 - -5 -5- - -5 -15- 15 GENERAL NOTES: 1. See Figure 2 for approximate location of borings and profile section. 2. Data concerning subsurface conditions hove been obtained at BORING LOG PROFILE boring locations only. Actual conditions between borings may differ from the profile shown here. 3. See logs of boring for detailed description of soils encountered Max Rood in each borehole. 4. See Figure 4 for symbols and abbreviations used on this profile. 5. Ground surface elevation at each boring location was based on 0 10 20 30 40 ( survey data provided to us by Klotz Associates, Inc. MUM - HORIZONTAL SCALE IN FEET Job No. 1140193b01 Geotest Engineering, Inc. FIGURE 3.. 904 • 55 GB-12 55 GB-13 GB-1 1 > a 8 .& So-Hd So-St So_St CH �/ 45 - St-V/Stge ,./d://CH /J CH or 00 -45 So-St II / i/ 0 1116 MI / CI_ 40 S/Co polo Q � !, 1►1 35 - f/ 4 st-v/st �� (0 100 ML CoSt f��,� - 35 /CH EA ? CH •ti•. Sc /i - • 25 - •: • -25 Lzi - Z St-V/St ./ Lt. Z CH z 0 w 15 - > - 15 w 5 - -5 • -5- - -5 -15- --15 GENERAL NOTES: BORING LOG PROFILE 1. See Figure 2 for approximate location of borings and profile section. Max Road 2. Data concerning subsurface conditions hove been obtained at boring locations only. Actual conditions between borings may differ from the profile shown here. 3. See logs of boring for detoiled description of soils encountered in each borehole. 4. See Figure 4 for symbols and abbreviations used on this profile. 5. Ground surface elevation at each boring location was based on survey data provided 0 100 200 300 400 1.111111111111 to us by Klotz Associates, Inc. - HORIZONTAL SCALE'1N-FEET Job No. 1140193501 Ceotest Engineering, Inc. FIGURE 3.6 905 0 en to SYMBOLS AND ABBREVIATIONS USED ON BORING LOG PROFILE 0 z LEGEND .0 0 .▪•••• g 0 • ‘.• ', CLAY SA▪ ND SILT CLAY, Sandy CLAY, Silty SAND, Clayey SAND, Silty :/,/,/ t° o00 .. _ . . __ .: 00 000 ..` _ 0 0 /; •i.;r •• 000IMMIM MENEM SILT, Clayey SILT, Sandy GRAVEL FILL SANDSTONE SHALE or LIMESTONE or SILTSTONE CLAYSTONE s1� ,f�ff:i 77� �• .5:11:1 .' 7979 Cal MI Il• q'6. melt .. f'.fi:, • � sn a.P.k. y MUCK, PEAT ASPHALT CONCRETE BRICK SHELL BLACKBASE RUBBLE or LIGNITE or HMAC or DEBRIS *** rb pt **** '''- . Depth of Water Depth of Water after SLAG PAVEMENT Encountered During Completion of Boring Drilling (for details see individual boring log) ABBREVIATIONS USED FOR CONSISTENCY/DENSITY COHESIVE SOILS COHESIONLESS SOILS V/So : Very Soft V/Lo : Very Loose So : Soft Lo : Loose Fm : Firm S/Co : Slightly Compact M/St : Medium Stiff Co : Compact St : Stiff M/De : Medium Dense V/St : Very Stiff De : Dense Hd : Hard V/De : Very Dense V/Hd : Very Hord i Geotest Engineering, Inc. Flf"'906 SKIN FRICTION DESIGN Far— WinCore Version 3.1 County Brazoria County Hole GB-1 District Houston Highway Max Road Structure RoadwaylUtilities Date 04-23-13 Control 0912-31-273 Station 16+02.38 Grnd.Elev. 51.22 ft Offset 2.69'LT GW Elev. NIA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +51.2 0 +46.2 — 5 +41.2 S 10 D 15 e +36.2 e AGcu�Itri,clatve Fr�ot�on P v t • h +31.2 ` 20 (Ft) (Ft) +26.2 F Unit Frictional 25 Resistance +21.2 7 30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. +16.2 35 0 5 10 15 20 25 30 Accumulative Friction(T/F) FIGURE 5.1 907 C:UNOHANyobs4101935011wncore Design11140193501 Roadway_Utilities.CLG . 4' SKIN FRICTION DESIGN WinCore County Brazoria County Hole GB-2 District Houston Version 3.1 Highway Max Road ' Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 19+94.37 Grnd.Elev. 51.58 ft Offset 62.62'RT GW Elev. N/A Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +51.6 0 +46.6 _...._. 5 +41.6 1 10 \ D + 36.6 . 15 e e cc�„, tCa we ��at�on t v rP • h +31.6 20 (Ft) (Ft) w +26.6 tinit Frictio 25 nal Resistance +21.6 -- 30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. F 16.6 35 0 5 10 15 20 25 30 Accumulative Friction(T/F) FIGURE 5.2 908 C:WOHANyobsW01935011Wincare Design11 1 4 01 93 5 01 Roadway_Ulililes.CLG ,,A- SKIN FRICTION DESIGN WinCore County Brazoria County Hole GB-3 District Houston Version 3.1 i Highway Max Road Structure Roadway/Utilities Date 04-18-13 Control 0912-31-273 Station 25+32.42 Grnd.Elev. 52.31 ft Offset 12.70'RT GW Elev. N/A Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +52.3 0 +47.3 5 +42.3 10 \ D +37.3 I - 15 e e GGvm�,atwe pri°ton P v �P t • h (Ft) +32.3 20 (Ft) + 27.3 --------+-Unit Frlctl _.......� --•---- 25 onal Resistance +22.3 .--30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. a 17.3 • 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 5.3 909 C:IMOHANyobsW01935o1%wncore Design1114o193501_Roadway_Utilities.CLG -if SKIN FRICTION DESIGN W inCore Version 3.1 County Brazoria County Hole GB-4 District Houston a Highway Max Road Structure Roadway/Utilities Date 04-19-13 Control 0912-31-273 Station 30+42.34 Gmd.Elev. 52.31 ft Offset 33.49'RT GW Elev. NIA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +52.3 0 +47.3 — 5 +42.3 — 10 D ti ` 60 e • + 37.3 i.d - - — — 15 e e ti� J`2. p e v vs t • h + 32.3 - 20 (Ft) (Ft) +27.3 Unit Frictional ____.... 25 Resistance +22.3 - •• 30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. l 17.3 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 5.4 910 C:IMOHANIjobs1401935011wncore Design11140193501 Roadway_UUlities.CLG SKIN FRICTION DESIGN At- W inCore Version 3.1 County Brazoria County Hole GB-5 District Houston Highway Max Road Structure Roadway/Utilities Date 04-19-13 Control 0912-31-273 Station 35+29.63 Grad.Elev. 52.40 ft Offset 5.57'RT GW Elev. NIA Drilled Shaft Design: Soil Reduction Factor= 0.7 . TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 . 3 i4 • +52.4 0 • +47.4. 5 +42.4 ---------..... — 10 D +37.4 15 e e P Accumulative Friction • (Ft) +32.4 r 20 (Ft) +27.4 F uni"Pricy ' 25 pnal Resist., • +22.4 30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. f 17.4 • 35 0 5 10 15. 20 25 30 Accumulative Friction (T/F) FIGURE 5.5 911 C:MOHANljobs4401935011Wincore Design11140193501 Roadway_Utilities.CLG SKIN FRICTION DESIGN WinCore ' V_ersion 3.1 County Brazoria County Hole GB-6 District Houston Highway Max Road Structure Retaining Wall/Bridge Date 04-19-13 Control 0912-31-273 Station 37+03.65 Grnd.Elev. 52.82 ft Offset 0.12'RT GW Elev. NIA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 + 52.8 0 +47.8 5 +42.8 10 D + 37.8 15 e e p v t • +32.8 - (Ft) (Ft) / aoum%�atN e�C,00n 20 T P +27.8 25 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. +22.8 30 4—Unit Frictional Resistance + 17.8 35 0 5 10 15 20 25 30 Accumulative Friction(T/F) FIGURE 5.6 912 C:IMOHANIjobs140193501\Wincore Design11140193501Retaining Wai!Bridge.CLG SKIN FRICTION DESIGN WinCore County / ,Brazoria County Hole GB-7 District Houston Version 3.1 Highway Max Road Structure Retaining Wall/Bridge Date 04-18-13 Control 0912-31-273 Station 37+17.78 Grnd.Elev. 52.96 ft Offset 47.62'LT GW Elev. NIA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 . 2 3 4 + 53 0 +48 5 +43 — 10 D +38 --- 15 e e P V t • h (Ft) +33 t c ° _ 20 (Ft) ccu� Q Fn P +28 25 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. +23 30 E-Unit Frictional Resistance + 18 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 5.7 913. C:IMOHANIjobsW01935011Wincare Design\1140193501 Retaining Wall Bridge.CLG SKIN FRICTION DESIGN WinCore County Brazoria County Hole GB-8 District Houston Version 3.1 Highway Max Road Structure Bridge Date 04-25-13 Control 0912.31 273 Station 39+23.73 Gmd.Elev. 51.06 ft Offset 43.61'RT GW Elev. N/A Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +51.1 0 1 + 31.1 ._ w 20 won e + 11.1 40 J�,d'O - 4 GoJ D -8.9 60 e e p 4—Unit Frictional Resistance - • (Ft) -28.9 80 (Ft) -48.9 - W 100 -68.9 Note: The designer should take into account the effects of 120 seasonal moisture variation, erosion and scour by subtracting the accumulated skin friction at the depth to which seasonal moisture variation, eros)on or scour occurs from the total accumulated skin friction at the design tip penetration. -88.9 • • • 140 0 10 20 30 40 .50 • 60 Accumulative Friction (T/F) . - FIGURE 5.8 914 C:WOHANIjobs 4D1935011Wincore Design11140193501_ ridge.CLG SKIN FRICTION DESIGN • WinCore V ersion 3.1 County Brazoria County Hole GB-9 District Houston Highway Max Road Structure Bridge Date 04-24-13 Control 0912-31-273 Station 40+17.00 Gmd.Elev. 52.02 ft Offset 58.46'LT , GW Elev. N/A Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per - TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +52 I 0 +32 ...... ........ 20 + 12 . e� - 40 YP D -8 60 e e p V • t • -28 <—Unit Frictional Resistance 80 (Ft) Ft ( ) • -48 .-. 100 -68 Note: The designer should take into account the effects of '-- 120 seasonal moisture variation, erosion and scour by subtracting.the accumulated skin friction at the depth to which seasonal moisture variation, erosion or scour occurs from the total accumulated skin friction at the design tip penetration. -88 140 - 0 10 20 30 40 50 60 Accumulative Friction(TIF) FIGURE 5.9 915 C:WIDHAMjobs1401935011wirroore Design11140193501 Bridge.CLG SKIN FRICTION DESIGN WinCore Version 3.1 County Brazoria County Hole GB-10 District Houston Highway Max Road Structure Retaining Wall/Bridge Date 04-22-13 Control 0912-31-273 Station 41+69.49 Grnd.Elev. 52.76 ft Offset 0.24'LT GW Elev. N/A Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(TISF) 0 1 2 3 4 +52.8 0 +47.8 - 5 +42.8 __..._ - a 10 D +37.8 15 e e p v / t . h (Ft) +32.8 — - 20 (Ft) +27.8 25 Accomolattve Fricton Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs +22.8 from the total accumulated skin friction at the design tip 30 penetration. 4-Unit Frictional Resistance F 17.8 I \ 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 5.10 916 C:1M0HANyobM401935011Wineore Design 1140193501 Retaining Wall &idge.CLG ... 4.- SKIN FRICTION DESIGN W rsion County Brazoria County Hole GB-11 District Houston Version 3.1 / Highway Max Road Structure Retaining Wall/Bridge Date 04-26-13 Control 0912-31-273 Station 41+87.07 Gmd.Elev. 51.10 ft Offset 57.01'LT GW Elev. NIA Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 +51.1 0 i +46.1 •_ 5 +41.1 - -- - — 1 10 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin 'friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip D W penetration. +36.1 - _... • 15 e e P F<•`�t�oo P v cu�v`a(` e i t � • ,r h +31.1 (Ft) 20 (Ft) + 26.1 -, 25 + 21.1 ------------_...s. - 30 4—Unit Frictional Resistance + 16.1 35 0 5 10 15 20 25 30 Accumulative Friction(T/F) FIGURE 5.11 917 C:IMOHANtobs1401935011Wincore Design11140193501Retaining Wall Bridge.CLG • • SKIN FRICTION DESIGN WinCore Version 3.1 County Brazoria County Hole GB-12 District Houston Highway Max Road Structure Roadway/Utilities Date 04-22-13 Control 0912-31-273 Station 46+43.53 Grnd.Elev. 52.72 ft Offset 13.86'LT GW Elev. N/A Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used Skin Friction Limit=0.88 tsf per - TxDOT Houston District Practice Unit Frictional Resistance(TISF) 0 1 2 3 4 +52.7 0 +47.7i , . — 5 +42.7 — 10 r D +37.7 15 e e °v`at`veFctG6r p v ,�P ° t • h (Ft) +32.7 ---- 20 (Ft) +27.7 Unit Frictional Resistance 25 Once +22.7 - - 30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. + 17.7 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 5.12 . 918 C:IMOHANtjobA401935011Wincore Design11140193507 Roadway_Utilities.CLG SKIN FRICTION DESIGN WinCore Version 3.1 County Brazoria County Hole GB-13 District Houston Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 52+21.53 Gmd.Elev. 52.94 ft Offset 13.68'LT GW Elev. N/A Drilled Shaft Design: Soil Reduction Factor= 0.7 TAT Friction Values Used • Skin Friction Limit=0.88 tsf per TxDOT Houston District Practice Unit Frictional Resistance(T/SF) 0 1 2 3 4 + 52.9 0 +47.9 5 +42.9 — - _.. _ 10 • + 37.9 — 15 Friction ,�pccumulativQ v • +32.9 f 20 (Ft) (Ft) +27.9 unit Fri - — 25 clonal Resistance • +22.9 30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. Ir 17.9 35 0 5 10 15 20 25, 30 Accumulative Friction (T/F) FIGURE 5.13 919 C:IMOHANtobs1401935011WincoreDesign11140193501 Roadway_Utilities.CLG, A- SKIN, FRICTION DESIGN W County Brazoria County Hole GB-1 District, Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 16+02.38 Gmd.Elev. 51.22 ft Offset 2.69'LT GW Elev. NIA Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 + 51.2 p +46.2 - - - 5 +41.2 -- 10 • D +36.2 _ , 15 e e ccv`at`ve�i�ot�o� P Gv v I t h +31.2 20 (Ft) (Ft) Unit Frictional Resistance 25 +26.2 ------ +21.2 • --30 Note: The designer should take into account the effects of j seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. - 16.2 . 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 6.1 920 C:IMOHAMjobs 4O1935011Wincore Design 1140193501 Roadway_Utilities.CLG -A- SKIN FRICTION DESIGN WinCore Version 3.1 County Brazoria County Hole GB-2 District Houston Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 19+94.37 Grnd.Elev. 51.58 ft Offset 62.62'RT GW Elev. N/A Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) - 0 1 2 3 4 +51.6 0 +46.6 5 +41.6 l 10 • JeV `G on�a ti PGcvw +36.6 15 e e ' V t • h +31.6 - - - --� 20 (Ft) (Ft) 4—Unit Frictional Resistance 25 +26.6 +21.6 30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to Mihich seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. + 16.6 35 0 5 10 15 20 25 30 Accumulative Friction(T/F) FIGURE 6.2 921 C:IMOHANtobsl401935011Wncore Design11140193501 Roadway_Utilities.CLG SKIN FRICTION DESIGN WinCore Version 3.1 County Brazoria County Hole GB-3 District Houston (' Highway Max Road Structure Roadway/Utilities Date 04-18-13 Control 0912-31-273 Station 25+32.42 Grnd.Elev. 52.31 ft Offset' 12.70'RT GW Elev. NIA Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 + 52.3 0 +47.3 5 +42.3 — 10 D +37.3 eoiN _ • 15 e e ��o\at`�_ . Ft`O p v r AGG t • (Ft) +32.3 ------_ _----- 20 (Ft) +27.3 Unit Factional — 25 Resistance +22.3 — 30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. + 17.3 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 6.3 922 C:IMOHANtobs1401935011Wincore Design11140193501 Roadway_Utilities.CLG SKIN FRICTION DESIGN WinCore Version 3.1 County Brazoria County Hole GB-4 District Houston Highway Max Road Structure RoadwaylUtilities Date 04-19-13 Control 0912-31-273 Station 30+42.34 Gmd.Elev. 52.31 ft Offset 33.49'RT GW Elev. N/A Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 , 4 +52.3 0 • +47.3 _. _ 5 +42.3 10 c�m�ratilve Fr1ct1Oo c-- D + 37.3 15 e e p • V t . (Ft) +32.3 --- 20 (Ft) +27.3 unit Frictional 25 Resistance +22.3 --30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. + 17.3 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 6.4 923 C:IMOHAMjobs140193S011Wincore Design11140193501 Roadway_Utilities.CLG • SKIN FRICTION DESIGN W inCore V_ ersion 3.1 County Brazoria County Hole GB-5 District Houston Highway Max Road Structure Roadway/Utilities Date 04-19-13 Control 0912-31-273 Station 35+29.63 Grnd.Elev. 52A0 ft Offset 5.57'RT GW Elev. NIA Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 +52.4 0 +47.4 5 +42.4 — 10 Accumulative Friction D +37.4 — 15 e e p V t - h (Ft) + 32.4 — 20 (Ft) +27.4 4--Unit p. 25 nct/onal Rests 'once +22.4 7 30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs ,from the total accumulated skin friction at the design tip penetration. + 17.4 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 6.5 924 C:IMOHANIiobs4401935011Wincore Design 1140193501 Roadway_Utlllties.CLG ' -A' SKIN FRICTION DESIGN WinCore County Brazoria County Hole GB-6 District, Houston Version 3.1 • Highway Max Road Structure Retaining WalUBridge Date 04-19-13 Control 0912-31-273 Station 37+03.65 Grnd.Elev. 52.82 ft Offset • 0.12'RT GW Elev. NIA Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf ' Unit Frictional Resistance(T/SF) 0 1 2 3 4 + 52.8 0 +47.8 5 +42.8 10 J`a,eF i D o°0 e +37.8 P 15 e p V Note: The designer should take into account the effects of t seasonal moisture variation by subtracting the accumulated skin• h +32.8 _ friction at the depth to which seasonal moisture variation occurs 20 (Ft) from the total accumulated skin friction at the design tip (Ft) penetration. + 27.8 — — -- 25 • + 22.8 — — 30 -Unit Frictional Resistance + 17.8 35 0 5 10 15 20 25 30 Accumulative Friction(T/F) FIGURE 6.6 925 C:IMOHAN Jobs4101935011Wincore Design11140193501Retaining Wall eridge.CLG _ SKIN FRICTION DESIGN WinCore County Brazoria County Hole GB-7 District Houston Version 3.1 Highway Max Road Structure Retaining Wall/Bridge Date 04-18-13 Control 0912-31-273 Station 37+17.78 Grnd.Elev. 52.96 ft Offset 47.62'LT GW Elev. NIA Piling Design: No Soil Reduction Factor TAT Friction Values Used . Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 . 3 4 +53 0 +48 _ 5 +43 N — 10 • e +38 �c`G400 15 e `e0A P V PGGk% t h +33 :• 20 (Ft) Note: The designer should take into account the effects of (Ft) seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. +28 • 25 +23 30 • +-Unit Frictional Resistance + 18 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 6.7 926 C:IMOHAMjobs1401935011Wineore Design 1140193501 Retaining Wall Bridge.CLG SKIN FRICTION DESIGN WinCore County Brazoria County Hole GB-8 District Houston • Version 3.1 Highway Max Road Structure Bridge Date 04-25-13 Control 0912-31-273 Station 39+23.73 Grnd.Elev. 51.06 ft • Offset 43.61'RT GW Elev. NIA Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 +51.1 0 Q"' • +31.1 20 V + 11.1 _ 40 • -8.9 • 60 • e e P <—Unit Frictional Resistance t • (Ft) -28.9 80 (Ft) • -48.9 100 -68.9 Note: The designer should take into account the effects of •• 120 seasonal moisture variation, erosion and scour by subtracting the accumulated skin friction at the'depth to which seasonal moisture variation, erosion or scour occurs from the total accumulated skin friction at the design tip penetration. -88.9 -• 140 0 10 20 30 40 50 60 Accumulative Friction (T/F) FIGURE 6.8 927 C:IMOHAN obs1401935011Wincore Design 1140193501 Bridge.CLG SKIN,FRICTION DESIGN dr.WinCore County Brazoria County Hole GB-9 District Houston Version 3.1 Highway Max Road Structure Bridge Date 04-24-13 Control 0912-31-273 Station 40+17.00 Grnd.Elev. 52.02 ft Offset 58.46'LT GW Elev. N/A Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 + 52 0 r • +32 _._...— 20 mt`o ��G PPG"' + 12 eA — 40 D -8 60 e e , - p v 4—Unit Frictional Resistance t - h rj (Ft) (Ft) -48 -- 100 -68 ` Note: The designer should take into account the effects of - 120 seasonal moisture variation, erosion and scour by subtracting the accumulated skin friction at the depth to which seasonal moisture variation, erosion or scour - occurs from the total accumulated skin friction at the design tip penetration. -88 140 0 10 20 30 40 50• 60 Accumulative Friction (T/F) FIGURE 6.9 928 C:IMOHANyobs1401935011Wincore Design\1140193507 Bridge.CLG -A- SKIN FRICTION DESIGN WinCore Version 3.1 County Brazoria County Hole GB-10 District Houston Highway Max Road Structure Retaining Wall/Bridge Date 04-22-13 Control 0912-31-273 Station 41+69.49 Grnd.Elev. 52.76 ft Offset 0.24'LT GW Elev. NIA Piling Design: No Soil Reduction Factor - TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) • 0 1 2 3 4 +52.8 0 +47.8 ___..-.........__._._._ 5 +42.8 _ _ 10 D +37.8 e 15 e P v cnU`at�le��,Gt`or r Poop • h (Ft) + 32.8 •;- 20 Note: The designer should take into account the effects of ' (Ft) seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. + 27.8 _ _.._ 25 + 22.8 30 4-Unit Frictional Resistance + 17.8 35 0 5 10 15 • 20 25 30 Accumulative Friction(T/F) FIGURE 6.10 929 C:IMOHANgobs1401935011Wincore Design11140193501Retaining Wall Bridge.CLG SKIN FRICTION DESIGN WinCore Version 3.1 County Brazoria County, Hole GB-11 , District Houston Highway Max Road Structure Retaining Wall/Bridge Date 04-26-13 Control 0912-31-273 Station 41+87.07 Grnd.Elev. 51.10 ft Offset 57.01'LT GW Elev. NIA. Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) • 0 1 2 3 4 +51.1 0 +46.1 5 +41.1 . ` -- 10 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip D penetration. • +36.1 e e P V c% • • d`J`a�`Je h (Ft) + 31.1 PoGJ 20 (Ft) +26.1 — 25 +21.1 30 +-Unit Frictional Resistance • + 16.1 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 6.11 930 C:IMOHAMjobs1401935O1 Wincore Design11140193501_Retaining Wall Bridge.CLG F SKIN FRICTION DESIGN WinCore County Brazoria County Hole GB-12 District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-22-13 Control 0912-31-273 Station 46+43.53 Grnd.Elev. 52.72 ft Offset 13.86'LT GW Elev. N/A Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 + 52.7 0 +47.7 _... 5 +42.7 10 0��a�` I D Pool e + 37.7 ,r 15 e A v t • h (Ft) +32.7 ---- 20 (Ft) 4—Unit Frictional Resistance . +27.7 25. +22.7 -- 30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. 17.7 35 0 5 10 15 20 25 30 Accumulative Friction(T/F) FIGURE 6.12 931 C:MOHAN4obs4401935011Wincore Design11140193501_Roadway_Utilities.CLG -' SKIN FRICTION DESIGN 4117 Am WinCore County Brazoria County Hole GB-13 District Houston Version 3.1 " Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 52+21.53 Grnd.Elev. 52.94 ft Offset 13.68'LT GW Elev. N/A Piling Design: No Soil Reduction Factor TAT Friction Values Used Skin Friction Limit=1.25 tsf Unit Frictional Resistance(T/SF) 0 1 2 3 4 + 52.9 0 +47.9 — 5 +42.9 10 / omu fssie vot`on D +37.9 4-- 15 e e p v t • h +32.9 20 (Ft) (Ft) it +27.9 un Frictional Resistance 25 +22.9 -- 30 Note: The designer should take into account the effects of seasonal moisture variation by subtracting the accumulated skin friction at the depth to which seasonal moisture variation occurs from the total accumulated skin friction at the design tip penetration. 17.9 35 0 5 10 15 20 25 30 Accumulative Friction (T/F) FIGURE 6.13 932 C:IMOHANIjobsk01935011Wineore Design11140193501 Roadway_Utilities.CLG A- POINT BEARING DESIGN WinCore Version 3.1 County Brazoria County Hole GB-1 District Houston Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 16+02.38 Grnd.Elev. 61.22 ft Offset 2.69'LT GW Elev. NIA • Diameters Below Tip Checked= 0 TAT Bearing Values Used +51.2 0 +46.2 5 +41.2 10 • + 36.2 15 e e p V t • h +31.2 (Ft) 20 (Ft) + 26.2 25 +21.2 - ... ....... .... . • _ 30 For Shaft Size: In developing the shaft capacity,the designer should check >24 inches and<48 inches if softer/weaker layers exist within two shaft diameters of the proposed tip and should use allowable point bearing values of the underlying softer/weaker.layers,if exist. • 16.2 1 I , 35 0 1 2 3 . 4 5 6 Point Bearing (TSF) FIGURE 7.1a 933 C:IMOHANyobs1401935011Wincore Design11140193501 Roadway_Utilities.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GB-1 District Houston Version 3.1 Highway. Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 16+02.38 Grnd.Elev. 51.22 ft Offset 2.69'LT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used + 51.2 0 +46.2 5 +41.2 10 D +36.2 15 e p • v t + 31.2 N 20 (Ft) .(Ft) +26.2 25 + 21.2 _ . . . • 30 For Shaft Size In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. + 16.2 i T I 35 0 1 2 3 4 5 6 Point Bearing(TSF) FIGURE 7.1b 934 C:IMOHANIjobs1401935011Winoore Design11140193501 Roadway_UtiIities.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GS-2 District Houston Version 3.1 Highway Max Road Structure RoadwaylUtilities Date 04-23-13 Control 0912-31-273 Station 19+94.37 Grnd.Elev. 51.58 ft Offset 62.62'RT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used +51.6 0 +46.6 5 +41.6 10 • +36.6 15 e p • (Ft) +31.6 20 (Ft) +26.6 25 • +21.6 For Shaft Size: In developing the shaft capacity,the designer should check 30 if softer/weaker layers exist within two shaft diameters of >24 inches and<_48 inches •the proposed tip and should use allowable point bearing ;valued of the underlying softer/weaker layers,ifexist. + 16.6 1 1 I I I 35 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.2a 935 C:IMOHANyobs1401935011Wincore Design11140193501 Roadway_Utilities.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GB-2 District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 19+94.37 Grnd.Elev. 51.58 ft Offset 62.62'RT GW Elev. N/A Diameters Below Tip Checked= 0 TAT.Bearing,Values Used +51.6 • 0 +46.6 /5 +41.6 10 D +36.6 15 e e P V t • h (Ft) +31.6 20 (Ft) +26.6 25 +21.6 30 For Shaft Size In developing the shaft capacity,the designer should check >48 inches if softer/weaker layers exist within two shaft diameters of the proposed tip and should use allowable point bearing • values of the underlying softer/weaker layers, if exist. + 16.6 ' 35 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.2b 936 C:IMOHANyobs1401935011Wincore Design11140193501 Roadway_Utilities.CLG POINT BEARING DESIGN W rsion County Brazoria County Hole GS-3 District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-18-13 Control 0912-31-273 Station 25+32.42 Grnd.Elev. 52.31 ft Offset 12.70'RT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used +52.3 - 0 +47.3 —� 5 +42.3 10 D e +37.3 15 • e • h +32.3 20 (Ft) (Ft) +27.3 25 + 22.3 - 30 For Shaft Size: In developing the shaft capacity,the designer should check >24 inches and<_48 inches if softer/weaker layers exist within two shaft diameters of the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers, if exist. 1+ 17.3 I 35 0 1 2 3 4 5 6 Point Bearing(TSF) FIGURE 7.3a 937 CAMOHANNobs1401935011WincoreDesign11140193501 Roadway_Utilities.CLG POINT BEARING DESIGN W County Brazoria County Hole GB-3 District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-18-13 Control 0912-31-273 Station _ 25+32.42 Grnd.Elev. 52.31 ft Offset 12.70'RT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used + 52.3 0 • +47.3 .� 5 +42.3 10 D + 37.3 15 e e p h (Ft) +32.3 20 (Ft) • • +27.3 25 +22.3 30 For Shaft Size In developing the shaft capacity,the designer should check >48 inches if softer/weaker layers exist within two shaft diameters of the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers, if exist. • + 17.3 i ' 35 0 1 2 3 4 5 6 Point Bearing(TSF) FIGURE 7.3b 938 C:WOHANjobs1401935011Wincore Design11 1 4 01 93501 Roadway_Utilities.CLG POINT BEARING 'DESIGN WinCore County Brazoria County Hole i GB-4 District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-19-13 Control 0912-31-273 Station 30+42.34 Grnd.Elev. 52.31 ft Offset 33.49'RT GW Elev. NIA Diameters Below Tip Checked = 0 TAT Bearing Values Used + 52.3 0 +47.3 5 +42.3 10 D 15 e +37.3 • • t • h (Ft) + 32.3 20 (Ft) • + 27.3 25 • +22.3 • - - 30 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of • >24 inches and 5 48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers, if exist. +17.3 ' ' ' ' ' 35 • 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.4a 939 C:IMOHAN1Jobs1401935011Wincore Design11140193501_Roadway_Ulilities.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GB-4 District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-19-13 Control 0912-31-273 Station 30+42.34 Grnd.Elev. 52.31 ft Offset 33.49'RT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used + 52.3 0 +47.3 5 +42.3 10 D +37.3 15 e p V t • (Ft) +32.3 20 (Ft) +27.3 25 +22.3 - . .. • • 30 For Shaft Size In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers, if exist. + 17.3 I I I I 35 0 2.5 5 7.5 10 12.5 15 Point Bearing (TSF) FIGURE 7.4b 940 C:IMOHANyobs1401935011Wincore Design11140193501 Roadway_t7tilitfes.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GB-5 District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-19-13 Control 0912-31-273 Station 35+29.63 Gmd.Elev. 52.40 ft Offset 5.57'RT GW Elev. N/A Diameters Below Tip Checked= 0 TAT Bearing Values Used +52.4 0, +47.4 5 +42.4 10 D +37.4 15 e e p V t • h • (Ft) +32.4 20 (Ft) +27.4 25 +22.4 - • •_ - 30 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >24 inches and<48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. F 17.4 I I i 35 0 1 2 ,3 4 5 6 Point Bearing (TSF) FIGURE 7.5a 941 C:IMOHANyobs1401935011Wincore Design11140193501_Roadway_Utilities.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GB-5 District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-19-13 Control 0912-31-273 Station 35+29.63 Gmd.Elev. 52.40 ft Offset 5.57'RT GW Elev. N/A Diameters Below Tip Checked= 0 TAT Bearing Values Used +52.4 0 +47.4 5 +42.4 10 D + 37.4 15 e ' p v r t (Ft) + 32.4 - 20 (Ft) + 27.4 25 +22.4 — 30 For Shaft Size In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers, if exist. + 17.4 35 0 1 2 3 4 5 6 Point Bearing (TSF) •FIGURE 7.5b 942 C:VNOHAN obs140193501\Wincore Design11140193501 Roadway_Utilities.CLG POINT BEARING DESIGN WinCore Version 3.1 County Brazoria County Hole GB-6 District Houston Highway Max Road Structure Retaining Wall/Bridge Date 04-19-13 Control 0912-31-273 Station 37+03.65 Grnd.Elev. 52.82 ft Offset 0.12'RT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used . + 52.8 0 +47.8 5 +42.8 10 D + 37.8 • 15 e e p v t h (Ft) +32.8 20 (Ft) • +27.8 — 25 • For Shaft Size: • >24 inches and<48 inches • +22.8 30 In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers, if exist. + 17.8 35 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.6a 943 C:IMOHM1ljobs1401935011Wincore Dasign11140193501Retaining Wall Bridge.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GB-6 District Houston Version 3.1 Highway Max Road Structure Retaining Wall/Bridge Date 04-19-13 Control 0912-31-273 Station 37+03.65 Gmd.Elev. 52.82 ft Offset 0.12'RT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used +52.8 0 +47.8 --� 5 +42.8 10 D +37.8 15 e e P V t • (Ft) +32.8 20 (Ft) +27.8 - 25 For Shaft Size • >48 inches • • + 22.8 • 30 In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers, if exist. • 17.8 35 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.6b 944 C:WIOHANIjobs1401935011Wincore Design11140193501Retaining Walt Bridge.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GB-7 District Houston Version 3.1 Highway Max Road Structure Retaining Wall/Bridge Date 04-18-13 Control 0912-31-273 Station 37+17.78 Grnd.Elev. 52.96 ft Offset 47.62'LT GW Elev. NIA • Diameters Below Tip Checked= 0 TAT Bearing Values Used + 53 0 • +48 5 +43 � 10 D + 38 15 e e p V t • (Ft) +33 20 (Ft) • + 28 I — 25. For Shaft Size: >24 inches and<_48 inches +23 30 In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of the proposed tip and should use allowable point bearing • values of the underlying softer/weaker layers,if exist. + 18 i 1 i 1 35 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.7a 945 C:MOHANyobs 401935011Wineore Design11140193501Retaining Wall Bridge.CLG -�; POINT BEARING DESIGN • WinCore County Brazoria County Hole GB-7 District Houston Version 3.1 Highway Max Road Structure Retaining Wall/Bridge Date 04-18-13 Control 0912-31-273 Station 37+17.78 Gmd.Elev. 52.96 ft Offset 47.62'LT GW Elev. WA Diameters Below Tip Checked= 0 TAT Bearing Values Used +53 0 +48 5 +43 -� 10 D + 38 15 e p • V - t h (Ft) +33 20 (Ft) • +28 — 25 For Shaft Size >48 inches • +23 • 30 In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of the proposed tip and should use allowable point bearing • values of the underlying softer/weaker layers, if exist. + 18 i 35 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.7b 946 C:IMOHANIjobsW01935011Wincore Design11140193501_RetainingWall Bridge.CLG POINT BEARING DESIGN Az- WinCore County Brazoria County. Hole GB-8 District Houston Version 3.1 Highway Max Road Structure Bridge Date 04-25-13 Control 0912-31-273 Station 39+23.73 Grnd.Elev. 51.06 ft Offset 43.61'RT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used +51.1 0 1 . +31.1 20 + 11.1 40 D -8.9 60 e p V t • h (Ft) -28.9 80 (Ft) -48.9 100 -68.9 120 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >24 inches and<_48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers, if exist. -88.9 i I 140 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.8a 947 C:MOHANyobsW01935011Wincore Design11140193501 Bridge.CLG POINT BEARING DESIGN WinCore Version 3.1 County Brazoria County Hole GB-8 District Houston . Highway Max Road Structure Bridge Date 0425-13 Control 0912-31-273 Station 39+23.73 Grnd.Elev. 51.06 ft Offset 43.61'RT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used +51.1 0 + 31.1 20 +11.1 40 D -8.9 60 e p V t h (Ft) -28.9 80 (Ft) -48.9 100 -68.9 — 120 For Shaft Size In developing the shaft capacity,the designer should check • if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable,point bearing - values of the underlying softer/weaker layers;if exist. -88.9 ' ' , 140 0 2.5 5 7.5 10 12.5 15 • Point Bearing (TSF) FIGURE 7.8b 948 C:IMOHANyobs 01935011Wincore Design11140193501 Bridge.CLG POINT BEARING DESIGN W rsion County Brazoria County Hole GB-9 District Houston Version 3.1 Highway Max Road Structure Bridge Date 04-24-13 Control 0912-31-273 Station 40+17.00 Grad.Elev. 52.02 ft. Offset 58.46'LT GW Elev. N/A Diameters Below Tip Checked= 0 TAT Bearing Values Used +52 0 +32 20 + 12 40 D -8 60 e p • V t (Ft) -28 80 (Ft) -48 100 • -68 r 120 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >24 inches and<48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers, if exist. -88 I 140 0 1 2 3 4 5 6 Point Bearing(TSF) FIGURE 7.9a 949 C:WIOHANyobs1401935011Wincore Design11140193501 Bridge.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GB-9 District Houston Version 3.1 Highway Max Road Structure Bridge Date 04-24-13 Control 0912-31-273 Station 40+17.00 Grnd.Elev. 52.02 ft Offset 58.46'LT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used +52 0 1 r +32 20 1 + 12 40 • D -8 - 60 e e p v I _ t . ' 1 h 7 (Ft) '28 80 (Ft) • 2 -48 100 -68 — • 120 For Shaft Size In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. -88 I . i ' 140 0 2.5 5 7.5 10 12.5 15 Point Bearing (TSF) FIGURE 7.9b 950 C:IMOHANt}obs1401935011Wincore Design11140193501 8ridge.CLG POINT BEARING DESIGN W rsion County Brazoria County Hole GB-10 District Houston Version 3.1 Highway Max Road Structure Retaining Wall/Bridge Date 04-22-13 Control 0912-31-273 Station 41+69.49 Grnd.Elev. 52.76 ft Offset 0.24'LT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used + 52.8 0 • +47.8 5 • +42.8 10 R D + 37.8 15 e e p v / t • (Ft) + 32.8 20 (Ft) +27.8 25 + 22.8 • _ 30 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >24 inches and_<48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. + 17.8 l l • i l 35 0 1 2 3 4 5 6 Point Bearing(TSF) FIGURE 7.10a 951 C:IMOHANIjobs1401935011Wincore Design11140193501Retaining Wall Bridge,CLG POINT BEARING DESIGN WinCore Version 3.1 County Brazoria County Hole GB-10 District Houston Highway Max Road Structure Retaining Wall/Bridge Date 04-22-13 Control 0912-31-273 Station 41+69.49 Grnd.Elev. 52.76 ft Offset 0.24'LT GW Elev. WA Diameters Below Tip Checked= 0 TAT Bearing Values Used +52.8 0 +47.8 5 +42.8 For Shaft Size - 10 >48 inches • D +37.8 15 e e In developing the shaft capacity,the designer should check j p if softer/weaker layers exist within two shaft diameters of i the proposed tip and should use allowable point bearing . t values of the underlying softer/weaker layers, if exist. h (Ft) +32.8 • 20 (Ft) +27.8 25 • .+ 22.8 • 30 + 17.8 35 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.10b • 952 CAMOHAMjobs1401935011Wincore Design11140193501Retaining Well Bridge.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GB-11 District Houston Version 3.1 Highway Max Road Structure Retaining Wall/Bridge Date 04-26-13 Control 0912-31-273 Station 41+87.07 Grnd.Elev. 51.10 ft Offset 57.01'LT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used + 51.1 0 +46.1 — 5 • • +41.1 • 10 D + 36.1 15 e p V t • • h (Ft) + 31.1 20 (Ft) • +26.1 25 +21.1 - . . ... _ 30 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >24 inches and<48 inches : the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. + 16.1 t t t t t 35 0 1 2 • 3 4 5 6 Point Bearing(TSF) FIGURE 7.11a 953 C:WIOHANljobs1401935011Wincore Oesignl1140193501Retaining Wall Bridge.CLG POINT BEARING DESIGN W rsion County Brazoria County Hole GB-11 District Houston Version 3.1 Highway Max Road Structure Retaining Wall/Bridge Date 04-26-13 - Control 0912-31-273 Station 41+87.07 Grnd.Elev. 51.10 ft Offset. 57.01'LT GW Elev. N/A Diameters Below Tip Checked = 0 TAT Bearing Values Used + 51.1 0 +46.1 - — For Shaft Size >48 inches +41.1 .. • 10 In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of the proposed tip and should use allowable point bearing D values of the underlying softer/weaker layers,if exist. +36.1 15 e e p v • t • h (Ft) +31.1 20 (Ft) +26.1 25 +21.1 —�� 30 + 16.1 35 0 1 2 3 4 5 6 Point Bearing(TSF) FIGURE 7.11b 954 C:IMOHANNobsW01935011Wincore Design11140193501 Retaining Wall Bridge.CLG A POINT BEARING DESIGN WinCore County Brazoria County Hole GB-12 District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-22-13 Control 0912-31-273 Station 46+43.53 Grnd.Elev. 52.72 ft Offset 13.86'LT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used +52.7 0 +47.7 5 +42.7 10 • e +37.7 15 e P V t • h (Ft) +32.7 20 (Ft) +27.7 25 • +22.7 _ 30 For Shaft Size: 'In developing the shaft capacity,the designer should check >24 inches and<48 inches• if softer/weaker layers exist within two shaft diameters of the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. + 17.7 ' 35 0 _ 1 2 3 4 5 6 Point Bearing(TSF) FIGURE 7.12a 955 C:IMOHANljobs1401935011Wincore Design11140193501 Roadway_Utilities.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GB-12 District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-22-13 , •Control 0912-31-273 Station 46+43.53 Grnd.Elev. 52.72 ft Offset 13.86'LT GW Elev. NIA • Diameters Below Tip Checked= 0 • TAT Bearing Values Used + 52.7 0 • +47.7 5 • +42.7 10 • • D e +37.7 15 e N p • V t h (Ft) +32.7 20 (Ft) • • + 27.7 25 • +22.7 ... .......— 30 • For Shaft Size • In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. + 17.7 T I 35 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.12b 956 C:MOHANljobs1401935011Wincore Design51140193501 RoadwayUtilities.CLG ,A POINT BEARING DESIGN r. WinCore County Brazoria County Hole GB-13 District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 52+21.53 Grnd.Elev. 52.94 ft Offset 13.68'LT GW Elev. N/A • • Diameters Below Tip Checked= 0 TAT Bearing Values Used +52.9 0 +47.9 5 +42.9 10 D + 37.9 15 e e p V N t h (Ft) +32.9 20 (Ft) +27.9 25 • +22.9 - - - 30 For Shaft Size: In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >24 inches and<_48 inches the proposed tip and should use allowable point-bearing values of the underlying softer/weaker layers,if exist. + 17.9 I I 35 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.13a 957 C:MOHAMobs140193501\Wincore Design11140193501 Roadway_UtIlities.CLG POINT BEARING DESIGN WinCore County Brazoria County Hole GB-13 • District Houston Version 3.1 Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 52+21.53 Grnd.Elev. 52.94 ft Offset 13.68'LT GW Elev. NIA Diameters Below Tip Checked= 0 TAT Bearing Values Used +52.9 0 +47.9 5 +42.9 10 • + 37.9 15 e e p V N t h (Ft) +32.9 20 (Ft) • +27.9 25 + 22.9 — - 30 For Shaft Size In developing the shaft capacity,the designer should check if softer/weaker layers exist within two shaft diameters of >48 inches the proposed tip and should use allowable point bearing values of the underlying softer/weaker layers,if exist. +17.9 l ' ' l 35 0 1 2 3 4 5 6 Point Bearing (TSF) FIGURE 7.13b 958 C:IMOHAMjobsk40193501%Wmcore Design 1140193501 Roadway_Utilities.CLG Job No. 1140193501 MAX ROAD- BRIDGE SLOPE 2(H):1(V) EC C:IJOBS1401935011MRBRD.PL2 Run By:NK 7/30/2013 2:36PM 100 1 I 1 I 1 1 I # FS Soil Soil Total Saturated Cohesion Friction Piez. a 2.88 Desc. Type Unit Wt. UnIt Wt. Intercept Angle Surface b 2.90 No. (pcf) (pcf) (psf) (deg) No. c 2,92 Concrete 1 150.0 150.0 144000.0 0.0 W1 d 2.93 CH 2 130.0 130.0 800.0 0.0 W1 e 3.00 CH 3 125.0 125.0 1040.0 0.0 W1 f 3.01 CL 4 122.0 122.0 500.0 0.0 W1 • 80 _ g 3.02 SM 5 106.0 108.0 0.0 30.0 W1 h 3.03 CH. 6 120.0 120.0 500.0 0.0 W1 - i 3.19 CH 7 130.0 130.0 1000.0 0.0 W1 j 3.20 60 - a - Eftl I <z 40m 20 - 6 - 7 0 1 1 1 1 1 1 1 0 20 40 60 80 100 120 140 160 GSTABL7 FSmin=2.88 Safety Factors Are Calculated By The Modified Bishop Method -n 0 vo1 tnn Job No. 1140193501 MAX ROAD- BRIDGE SLOPE 2(H):1(V) RD 100 C:UOBS\401935011MRBRD.PL2 Run By:NK 7/30/2013 2:08PM I # FS Soil Soil Total Saturated Cohesion Friction Piez. a 1.62 Desc. Type Unit Wt Unit Wt Intercept Angle Surface b 1.63 No. (pcf) (pcf) (psf) (deg) No. c 1.69 Concrete 1 150.0 150.0 144000.0 0.0 W1 d 1.70 CH(W) 2 130.0 130.0 61.0 18.0 W1 a 1.70 CH 3 125.0 125.0 112.0 22.0 W1 f 1.71 CL 4 122.0 122.0 174.0 26.0 W1 80 g 1.72 SM 5 108.0 108.0 0.0 30.0 W1 h 1.74 CH 6 120.0 120.0 112.0 22.0 W1 - i 1.74 CH 7 130.0 130.0 112.0 22.0 W1 j 1.75 60 - • 8 m Ni - ----- _..--- ri .y rfl -I \, � 3 40 - 4 ,• - 5 5 5 - m re m Z. -MI 1.0 20 - 8 - 7 0 I I I I I I i 0 20 40 60 80 100 120 140 160 GSTABL7 FSmin=1.62 Safety Factors Are Calculated By The Modified Bishop Method 91 G) ‘00 cnri o, Job No. 1140193501 MAX ROAD- BRIDGE SLOPE 2(H):1(V) LT 100 C:WOBS140183501WIRBLT.PL2 Run By:NK 7/30/2013 2:11PM # FS Soil 1 SoII Total Saturated Cohesion Friction Plea. Load Value a 2.18 Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface Li 250 per b 2.19 No. (pcf) (pcf) (psf) (deg) No. c 2.26 Concrete 1 150.0 150.0 144000.0 0.0 W1 d 2.27 CH(W) 2 130.0 130.0 61.0 18,0 W1 e 2.28 CH 3 125.0 125.0 112.0 22.0 W1 f 2.29 CL 4 122.0 122.0 174.0 26.0 W1 80 g 2.30 SM 5 106.0 106.0 0.0 30.0 W1 h 2,31 CH 6 120.0 120.0 112.0 22.0 W1 12.32 CH 7 130.0 130.0 112.0 22.0. W1 J 2.331 60 - a `i LI 1. D 2. '2 2 �, -m Z SI 5 a 20 - 6 7 - 0 I i i 1 I i 0 20 40 60 80 100 120 140 160 GSTABL7 FSmin=2,18 Safety Factors Are Calculated By The Modified Bishop Method • .n G) ‘.a0 e,n J • • • In m 0i a-i • q • lull a a o _ o H/4 • • H COHESIVE Pa= H/2 + +. • • • • • H/4 • • �-- PA --.tl I"• Pq 4 TYPICAL SOIL PARAMETERS BRACED WALL • See Table 3 for .For yH/cs4 . •, • typical values of soil• parameters P,=0.3y:H • • Pw=yyH=62AH P9=0.5 q • • • • Where: • y'=Submerged unit weight of cohesive soil,pcf; yw=Unit weight of water,pcf; . q =Surcharge load at surface,psf; • P.=Lateral pressure,psf; • P,=Active earth pressure,psf; • • P9=Horizontal pressure due to surcharge,psf; PW=Hydrostatic pressure due to groundwater,psf H =Depth of Braced excavation,feet • c =Shear strength of cohesion soil,psf; , • • EXCAVATION SUPPORT EARTH PRESSURE SUBMERGED COHESIVE SOIL • • Geotest Engineering, Inc. • 962E 11.1 • 0 • • m Cr)• • 0 q • - • N ills ° . H14 d COHESIVE • Pi .. H Pa= + + • 3/4H COHESIONLESS • or • SEMI-COHESIONLESS • • • — pi • • L J TYPICAL SOIL PARAMETERS BRACED WALL • • See Table 3 for typical • values of soil parameters P,=0.3y'.1H • •y d y',(H� Pw=62.4 H 71 _ ________ Pq=0.5 q n8_ H • • Where: • yw' =Submerged unit weight of cohesive soil,pcf; . ys' =Submerged unit weight of cohesionless soil,fief; • • y'.2=Average submerged unit weight of soils,pcf; q =Surcharge load at surface,psf; P. =Lateral pressure,psf; Pi =Active earth pressure,psf; Pq =Horizontal pressure due to surcharge,psf; PW =Hydrostatic pressure due to groundwater,psf; • H =Depth of braced excavation,feet • • • EXCAVATION SUPPORT EARTH PRESSURE • SUBMERGED COHESIVE SOIL OVER • COHESIONLESS OR SEMI-COHESIONLESS SOIL • G• eotest Engineering, Inc. 963 E11.2 ZI 196 -ow '6ul.taaut8ua ;sal,oao 11OS HAISHHOO QOO?IBRISlS . TWA ItslaAWWULd uoa v !f vTa iun.ssau gz a rwxasvri oaaj'uottsnwaxa Jo tpdoc = H `,tsd'aoWMpunOS O attp amssaad opelusarpAH= �d 4sd'a regoms anp amssaid muortsoH= bd 4sd'a.mssasd tptea Tsai;.y'_ 'd 4sd'amssaad wawa= °d 4sd'aoesms;B plot aSaegoins= b • ' !jod'1argm Jo}tgiam =• fttos antsagoo tit amssaad tuna sax-1n Jo;trator, aop=,x ftod'ttos antsagooJo;tt2tana;ttm pa2.raurgns= ; • :asagm • • . 0.I='°)I b co=bd saalaweaed Hasp.semen • H YZ9=H ="d leold/A Jot E awl aas - H ='a . 'I'Nt41,LrI 2iad • SIIHIHRIVIIVa'IIOS rIVOIdu.L 11111111 Id_� • 111111111 + al + 11111 H = ' anisaHOD. H 11111 • I I z • • b .p co u. cn • Z'ZT: • • S96 . • •auk `82.11-caauzGug Isn.o 90 .... - ._ .... 'II0s SSTIMOISMOO-ITAlaS 210 SSE ntorsaaoo • • 2i�A o'IIOs an.ISaHOO aEJDIav n.s. 1I4nm/i U J 2I0A • 'IIOYIa aunssaHa Himva rivuuri 39 J`jjBm Jo lopH= H , . 4sd`za;Bmpunoti o;anp aznssazd o!Wsoip1CH= "d • jsd`a2zBtrazns o;anp aznssazd p3uazrzoH °d t T=t!Jed`amssazd tpmBo;saz-nr= gd`'d • jsd`amssazd pB7^ od • • jsd`aoelzns;B pilot aaiagomg= b . • . hod`zawmjoWpm = :Rs ssoiaoisagoo-icuas 10 ssoj ioisagoa ut amssazd•tgzea asaz-;B Jo;uarogaoo= • !jtos antsagoo to amssazd gum Isamy Jo;trapupoa=*^X • °aaz8ap`jtos ssaltcopagoa-zatas ao ssaproysagoo Jo aj2tte uoporzj tetuaauuj= o� •hod`jtos ssajaotsogoo-wos xo ssajuorsagoo Jo;g2pAi.;tan p alatugng= • `jod`jios antsagoa jo ;tun pagzaurgng= '� • bS'0=ba • H YZ9=H"1="d .�tns-I °°•5I RP-H)�!j+PP IL]=zd ' ='°�I °°'}I P =''d • • PPI= • ''d • siaaaweaed Dios jo semen zo3 E algal aas • TN&JNVrIHwuad stratarkwva'HOS'Id�Id1�.L • Zd • • • • _1111 SSaIOISSH00-n s ' v. zo • SSpRIOISSIaoa • 1111111111 + + 11111111111 _°d • 'Td q� 1.01 • T • vin p SIAISSHOO1111 P • 0 - I z O • 1111111 • • c • • tit • • • n • (a)DEAD WEIGHT OF STRUCTURE (b)WEIGHT OF SOIL ABOVE BASE (c)SOIL-WALL FRICTION PLUS EXTENSION PLUS DEAD WEIGHT DEAD WEIGHT OF STRUCTURE OF STRUCTURE V ., V, V D ;ii°� ! } '!1' V y+Rs• �i W :t 3h0 W= • li•�,,, son.WYER"m" . H .1 • }y.. 5.'' �". F, • II"' Fr . w : a, i4o' "; •� W, 1.•i 1 it • Y.t, 4v fiti f•' t�4 . ,}x ikt!'ia+'t:�ally % rs li r:i!•''.'�i�S�#s�T�..r, :4 P,N.ibiits.i."% i tilt} ik..*� �'iir:.fir�, :"..". "*eiyti:•...id.T.;i:t7 '.v: ..., ` `u•b?3p�Y;!• ~,r"•s`?•' R, MIII P. 111111 p" 111111 . F. F. • F. Pro„ =Hyw Pw =Hyw . •P., ='Hyw • Fu=AbP., Fu=Abk Fu=AbP. . s "WI= F Wi.+Wa=F wi.'+. .= FF i u 1 Sf2 q Sf1 Sf3 Predominantly Cohesive Soils, Fr= a c,,,A,p Predominantly Cohesionless Soils; Fr=pmAmK tan S. See Table 3 for typical • • • values of soil parameters Where: Ab = area of base,sq.ft. • Am = cylindrical surface area of layer"in",sq.ft. • • cm = undrained cohesion of soil layer"m",psf. F,, hydrostatic uplift force,lbs. • FT = frictional resistance,lbs. H = height otburied structure,ft. \ K = coefficient of lateral pressure=0.5. • ' pm = average overburden pressure for layer"m,"psf. • Pw = hydrostatic uplift pressure,psf , Sr1,2 3 = factor of safety. • W1 = dead weight of concrete structure,lbs. ' W2' = weight of backfill above base extension,lbs. • • • a = cohesion reduction factor=0.5. Sm = friction angle between soil layer"m"and concrete wall,degrees=0.75 it,„ Or. = internal angle of friction of soil layer "m",degrees. yw = ' . unit weight of water= 62.4 pcf. • ' UPLIFT PRESSURE . AND RESISTANCE Geotest Engineering, Inc. 966 CURE 13 • 0 m a, . r ct CUT IN COHESIVE SOIL, DEPTH OF COHESIVE SOIL UNLIMITED (T>0.7 Al) z L = LENGTH OF CUT . �B d -, q wail H H Milli �2 • T IP HI • j FAILURE SURFACE • If sheeting terminates at base of cut: • NcC Safety factor, Fs = ' . yH + q Nc = Bearing capacity factor, which depends on dimensions of the excavation : Bd , L and H (use Nc from graph below) C = Undrained shear strength of clay in failure zone beneath and surrounding base of cut , • y = Wet unit weight of soil (see Table 3) • q = Surface surcharge (assumed q=500 psf) . If safety factor is less than 1.5, sheeting or soldier piles must be carried below the base of cut to • insure stability-(see note) Hl = Buried length = Bd 5 feet Note : If soldier piles are used,the center to center spacing should not exceed 3 times the width or' Force on buried length, PH: - diameter of soldier pile. 2 Bd . If H3 >3 •J2, PH = 0.7 (y HBd - 1.4CH - rrCBd) in lbs/linear foot • 2 Bd 1.4CH If Hi <— .-- , PH = 1.5H1 (y H - - rrC) in lbs/linear foot 3 ✓2 Bd . . 9 ------ 8 �6 • 50 t 2 3 I 4 I 5 STABILITY OF BOTTOM! H/Sd FOR For trench excavations BRACED CUT For square pit or circle shaft f Geotest Engineering., Inc. ::..:......:: . 967 URE 14 . TABLES Table Summary of Boring Information 1 Summary of Pavement Thickness 2 Geotechnical Design Parameter Summary—Open-cut Excavation 3 968 TABLE 1 SUMMARY OF BORING INFORMATION BORING NO. STATION OFFSET ELEVATION DEPTH(ft) (ft) GB-1 16+02.38 2.69'LT 51.22 26.5 GB-2 19+94.37 .62.62'RT 51.58 26.5 GB-3 25+32.42 12.70'RT 52.31 26.5 GB-4 30+42.34 33.49'RT , 52.31 26.5 GB-5 . 35+29.63 5.57'RT 52.40 26.5 GB-6 37+03.65 0.12'RT 52.82 36.5 GB-7 37+17.78 47.62'LT 52.96 36.5 GB-8 39+23.73 43.61' RT 51.06 81.5 GB-9 40+17.00 58.46'LT 52.02 81.5 GB-10 41+69.49 0.24'LT 52.76 36.5 GB-11 41+87.07 57.01'LT 51.10 36.5 GB-12 46+43.53 13.86'LT 52:72 26.5 GB-13 52+21.53 13.68'LT 52.94 26.5 Note: l.Survey information was provided to us by Klotz Associates,Inc. 969 TABLE 2 SUMMARY OF PAVEMENT THICKNESS Core No. Pavement Course Total (Boring No.) Asphalt Pavement Surface Base(inch) Subbase(inch) Thickness (inch) (inch) GB-3 4.0 6.0 Limestone 10.0 GB-4 2.0 9.0 Limestone — 11.0 GB-5 2.5 6.5 Limestone =- 9.0 GB-6 4.0 6.0 Limestone -- 10.0 GB-7 1.0 4.0 Gravel,Shell and -_ 5.0 Sand GB-10 3.75 4.5 Stabilized 8.75 Asphalt 17.0 Limestone Limestone Mix GB-12 2.0 3.0 Limestone 8.O Limestone and 13.0 Gravel Clay Mix GB-13 3.4 4.0 Stabilized 6.0 Limestone and 13.0 Limestone Sandy Clay Mix Note: .The missing bore numbers not shown in table are drilled in the grass areas. 970 I TABLE 3 GEOTECHNICAL DESIGN PARAMETER SUMMARY OPEN-CUT EXCAVATION Boring Stratigraphic Range of Wet Submerged Internal Nos. Unit Depths,ft Unit Unit Undrained Friction Weight, Weight,y', Cohesion, Angle,4), y,pcf pcf psf degree GB-1 & Cohesive Soils 0-4 130 63 1,700 -- GB-12 4-6 126 63 720 -- 6-10 126 63 1,000 -- 10-15 130 65 1,500 -- 15-25 130 68 2,000 — GB-2, Cohesive Soils 0-5 130 65 1,400 -- GB-3, 5-9 130 65 1,000 — GB-4 and 9-12 131 69 900 -- GB-5 Cohesionless 12-20 110 48 -- 25 Soils 20-25 120 58 -- 32 GB-6 Cohesive Soil 0-4 130 65 1,300 — 4-6 130 65 800 -- 6-11 134 67 1,000 -- Cohesionless 11-30 121 59 — 30 Soil 30-35 113 50 -- 28 GB-7 Cohesive Soil 0-5 136 68 1,500 — 5-10 132 61 1,000 — Cohesionless 10-15 118 55 25 Soil 15-33 117 66 -- 30 Cohesive Soil 33-35 120 60 1,600 — GB-8 and Cohesive Soil 0-6 130 65 800 — GB-9 6-10 131 66 1,000 -- 10-12 123 61 500 — Cohesionless 12-25 116 54 -- 30 Soil 25-30 119 57 -- 20 Cohesive Soil 30-40 128 65 1,000 -- GB-10 Cohesive Soil 0-5 127 64 2,200 -- 5-8 136 68 1,600 -- 8-15 125 63 600 -- Cohesionless 15-30 117 55 — 30 Soil 30-33 121 58 -- 35 Cohesive Soil 33-35 120 60 3,500 -- • GB-11 Cohesive Soil 0-4 131 66 4,000 -- 4-12 127 63 - 1,000 -- 12-15 125 63 400 -- 15-18 125 63 1,700 -- Cohesionless 18-30 125 63 — 30 Soil Cohesive Soil 30-35 132 69 3,600 -- 971 TABLE 3 (cont'd) GEOTECHNICAL DESIGN PARAMETER SUMMARY OPEN-CUT EXCAVATION Boring Stratigraphic Range of Wet Submerged Internal Nos. Unit .Depths,ft Unit Unit Undrained Friction Weight, Weight,y', Cohesion, Angle,(1), y,pcf pcf psf degree GB-13 Cohesive Soil 0-4 124 57 1,400 -- 4-6 124 57 800 6-11 120 60 1,000 -- Cohesionless 11-13 104 41 -- 25 Soil 13-18 107 45 -- 30 Cohesive Soil 18-22 120 58 1,400 -- 22-25 120 58 1,800 -- Note: 1. Cohesive soils include clay,sandy clay,and silty clay. 2. Cohesionless soil includes fine sand w/silt,silty sand,clayey sand,sandy silt and silt w/sand. • 972 APPENDIX A Figure Logs of Borings A-1 thru A-13 Symbols and Terms Used on Boring Logs A-14 973 A DRILLING LOG • 1 oft • County Brazoria County Hole GB-1 District Houston WinCore Highway Max Road Structure Roadway/Utilities Date 04-23-13 ' -lion 3.1 CSJ 0912-31-273 Station 16+02.38 Grnd.Elev. 51.22 ft Offset 2.69'LT GW Elev. NIA L Texas Cone Triaxial Test Properties • Elev. 0 Penetrometer Strata Description Lateral Deviator Wet Additional Remarks (ft) GPress. Stress MC LL PI Den. /psi) (psi) (ocf) CLAY,soft to stiff,dark gray wlgrass roots 0'-3' wfferrous nodules and ferrous 23 stains(CH) 5 6(6)7(6) 5 26 22 53 �1 129 21 w/calcareous nodules 6.5'43' slickensided 8'-10' 10 _/4(6)4(6) .J0 14 32 77 49 118 reddish brown 8'-20' '✓ 29 very stiff 11 (6)12(6) 0 33 22 50 29 133_slickensided 13'-15' 15 • — 29 slickensided wlcalcareous 31,2 20 10(6)10(6) 0 27 28 62 38 128 nodules 18'-20' CLAY,sandy,stiff,gray and brown w/sand seams and calcareous nodules 22 (CL) 11(6)13(6) 0 _27 22 46 25. / 24.7 30 — 35— • 40 — — \, 45— 50 — 55 — ao — Remarks:1)Dry auger to 25.0 ft.2)Free water encountered at 25.0 ft.during drilling.3)Water level was measured at 21.0 ft.after 10 min.reading. :-,e ground water elevation was not determined during the course of this boring. Driller:Refugio Florez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 974 EA-1 Mobs1114019350111140193501,Roadway_Ulilities.CLG DRILLING LOG 1of1 LIST*, CountyBrazoria County ty Hole GB-2 District Houston WinCore Highway Max Road Structure Roadway/Utilities Date 04-23-13 rsion 3.1 CSJ 0912-31-273 Station 19+94.37 Grnd.Elev. 51.58 ft Offset 62,62'RT GW Elev. NIA L Texas Cone Triaxial Test Properties Elev.. O Penetrometer Strata Description Lateral Deviator Wet Additional Remarks G Press. losil o ss. Stress MC LL PI Den. _/' CLAY,soft to stiff,dark gray w/grass roots 0'-3' w/calcareous nodules and sand 0 25 31 59 36 122 seams(CH) 5 8 6)9(6) 13 • 8 25 22 53 34 126 w/ferrous nodules 6.5'-8' 41.6 10 " 9(6)12(6) 22 CLAY,sandy,stiff,reddish brown w/sand seams(CL) 22 45 26 38.6 f 29 6 22(6) SAND,silty,slightly compact 23 %passing No.200=17% 15— ( ) to compact, act,brown w! ravel(SM) 22 20 —'' 16(6)11(6) 17 %passing No.200 sieve=21% 17 sandy clay seams 21.5'-23' 25 — 17(6)18(6) 26.1 30 — 35— 40 — 45— 50 — 55— 60— Remarks:1)Dry auger to 11.0 ft.2)Free water encountered at 11.0 ft.during drilling.3)Water level was measured at 7.0 ft.after 15 min.reading. l=a ground water elevation was not determined during the course of this boring. Driller:Refuglo Florez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 975 E A-2 C:Uobs 11.1019350111140193501 Roadway_Utilities.CLG 1.4-Air, DRILLING LOG 1 oft County Brazoria County Hole GB-3 District Houston WinCore Highway Max Road Structure Roadway/Utilities Date 04-18-13 "-►sion 3.1 CSJ 0912-31-273 Station 25+32.42 -Gmd.Elev. 52.31 ft • Offset 12.70'RT GW Elev. N/A" L Texas Cone Triaxial Test Properties Elev. O Penetrometer Strata Description Lateral Deviator Wet Additional Remarks (ft) GPress. Stressp MC LL PI Den. cf) 51.5 PAVEMENT 4"Asphalt over 6"Limestone CLAY,sandy,soft to stiff,dark 1 gray w/sand seams(CL) very stiff brown&gray 3'-5' f 7(6)5(6) 6 28 15 47 27 131 w/ferrous stains&calcareous 5 &ferrous nodules 3'-10' _� reddish brown&gray 6.5'-10' 21 10 5(6)6(6) 10 15 18 32 15 137 40.8 SAND,silty,loose to slightly _22 %passing No.200 sieve=18% compact,brown w/sandy clay seams 15- ' 6(6)9(6) (SM) -,:` 23 • l i'• 20- . 13(6)16(6) •'•' -22 %passing No.200 sieve=13% 25 f:;: 22(6)25(6) compact 25'-26.5' 25.8 ill 30- 35 _ 40 - 45- 50- - 55- - J 'RA- Remarks:1)Dry auger to 10.0 ft.,wet rotary from 10.0 ft.to 26.5 ft.2)Free water encountered at 10.0 ft.during drilling.3)Water level was measured at 7.5 ft.after 15 min.reading. lee ground water elevation was not determined during the course of this boring. Driller:Refugio Florez Logger:Willie Barnes . Organization:Geotest Engineering,Inc.. C:Uobs1114019350111140193501 RoadwayUtilfties.CLG 976 ,E A-3 DRILLING LOG 1 of I ,E County Brazoria County Hole GB-4 District Houston WinCore Highway Max Road - Structure Roadway/Utilities Date 04-19-13 'don 3.1 CSJ 0912-31-273 Station 30+42.34 Grnd.Elev. 52.31 ft Offset 33.49'RT GW Elev. NIA L Texas Cone Triaxial Test Properties Elev. O Penetrometer Strata Description Lateral Deviator Wet Additional Remarks (ft) GPress. Stress MC LL PI Den. (psi) (psi) �� -- (pcf) 51.4 PAVEMFNT 2"Asphalt over 9"Limestone CLAY,sandy,soft to stiff,dark 3 34 16 32 15 132 very stiff 11"-3' gray w/ferrous nodules(CL) gray 3'-5' 5 f 6(6)7(6) 23 llowish and brown 8 24 20 44 24 128 wlca ye/calcareous anodu s 6.5'-10' 10 j 5(6)5(6) 10 12 20_22 16 131 40.8 SILT,sandy,slightly compact, 22 21 7 %passing No.200 sieve=60% reddish brown w/clay seams(ML) 15— 17(6)13 6) 35.8 SAND,fine,dense,reddish brown 22 %passing No.200 sieve=12% w/silt(SP-SM) 20 - : 50(3)50(3) 21 • 25 — 42(6)43(6) 25.8 30 — • 35— 40— 45 — 50 — 55 — • an— Remarks:1)Dry auger to 10.0 ft,wet rotary from 10.0 ft.to 26.5 ft.2)Free water encountered at 10.0 ft.during drilling:3)Water level was measured at 8.83 ft.after 15 min.reading. II ...a ground water elevation was not determined during the course of this boring. Driller:Refugio Florez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 977 ,E A-4 C:Wobs11 1 4 01 93 50111 140193 5 0 7 RoadwayUtilities.CLG DRILLING LOG 1 of Ariz County Brazoria County Hole GB-5 District Houston WinCore Highway Max Road Structure Roadway/Utilities Date 04-19-13 "^rsion 3.1 CSJ 0912-31-273 Station 35+29.63 Grnd.Elev. 52.40 ft Offset 5.57'RT GW Elev. NIA L Texas Cone Triaxial Test Properties Elev. O Penetrometer Strata Description Lateral Deviator Wet • Additional Remarks (ft) GPress. Stress MC LL PI Den. (psi) (psi) (pcf) 51.7 Jim PAr AyE ENT 3 22 18 27 8 133 2.5"Asphalt over 6.5" CLAY,sandy,soft to stiff,dark Limestone gray w/calcareous nodules and f 7(6)6(6) sand seams(CL) 19 5 yellowish brown and gray wlferrous stains and ferrous 8 20 22 44 24 128 nodules 6.5'-10' 10 5(6)9(6) 18 40.9 w/clay seams 11.5'-13' SILT,sandy,loose,brown(ML) 25 %passing No.200 sieve=62% 15 7(6)7(6) 23 20 9(6)10(6) 30.9 SAND,fine,compact,brown. w/silt 23 %passing No.200 sieve=6% -'• (SP-SM) 25(6)32(6) 25 25.9 — 30— 35 — 40— _ 1 45— 50 — 55 — 60 — Remarks:1)Dry auger to 10.0 ft.,wet rotary from 10.0 ft.to 26.5 ft.2)Free water encountered at 10.0 ft.during drilling.3)Water level was measured at 10.0 ft.after 15 min.reading. - ;1e ground water elevation was not determined during the course of this boring. Driller:Refugio Florez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 978 E A-5 C:Vobs1114019350111140193501Roadway Utilities.CLG DRILLING LOG 1 of County Brazoria County Hole GB-6 District Houston WinCore Highway Max Road Structure Retaining Wall/Bridge Date 04-19-13 "Nsion 3.1 CSJ 0912-31-273 Station 37+03.65 Gmd.Elev. 52.82 ft Offset 0.12'RT GW Elev. NIA Texas Cone Triaxial Test Properties Elev.. O Penetrometer Strata Description Lateral Deviator Wet Additional Remarks troPress. Stress MC LL PI Den. (Psi) (psi) (ocf) 52. ;!!: PAVEMENT 14 4"Asphalt over 6"Limestone FILL,clay,sandy,soft to stiff, ,dark gray wlcalcareous and ferrous ••! nodules _5 19 13 40 20 131 5 ( 6 6)6(6) 46.3 8 13 21 34 17 134 wlcalcareous and ferrous CLAY,sandy,stiff,reddish brownnodules and ferrous (CL) 10 18 20 35 18 134 stains 6.5'-10' 10 j 11(6)15(6) 41.3 TF' SAND,silty,slightly compact 23 %passing No.200 sieve=47% _ to dense,brown(SM) 15— : 40(6)48(6) 26 • 20— 10(6)11 (6) 31.3 SAND,fine,slightly compact to 24 %passing No.200 sieve=9% compact,brown w/silt(SP-SM) wisand stone 23'-25' 25— 29(6)25(6) 25 30— 11(6)8(6) 21.3 74 4 wisand stone seams 31.5'-33' SAND,clayey,loose,brown and 20 18 3 gray w/silt seams(SC) 35_ 7(6)11(6) 16.3 40 — • 45— I — 60 — 55 so— Remarks:1)Dry auger to 11.0 ft.,wet rotary from 11.0 ft.to 36.5 ft.2)Free water encountered at 11.0 ft.during drilling.3)Water level was measured at 9.5 ft.after 15 min.reading. ground water elevation was not determined during the course of this boring. Driller:Refugio Fiorez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 979 :E A-6 C:Uobs1114019350111140193501Retaining WaPL Bridge,CLG DRILLING LOG 1 of 1 County Brazoria County Hole GB-7 District Houston WinCore Highway Max Road Structure Retaining Wail/Bridge Date 04-18-13 -sion 3.1 CSJ 0912-31-273 Station 37+17.78 Grnd.Elev. 52.96 ft Offset 47.62'LT GW Elev. NIA Texas Cone Triaxlal Test Properties Elev. O Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (Psi) (Psi) (act) FILL,clay,sandy,gray and yellowish Pavement:1"Asphalt over 4" brown w/calcareous nodules 11 Base,Gravel,Shell and Sand 50. w/shell fragments and glass -./ 9(6)7(6) CLAY,sandy,soft to stiff,gray 5 22 16 39 18 136 pieces 1'-3' 5 ✓ w/sand seams and calcareous nodules (CL) reddish brown&gray 6.5'-10' f 8 15 19 37 18 132 43. 10 l 6(6)7(6) 23 29 11 loose 10'-11.5' SAND,silty,slightly compact to compact,brown(SM) _25 15 - • 25(6)32(6) 24 '%passing No.200 sieve=37% c is 20 —• i•• 17(6)21(6) 23 25 '''`▪ 25(6)27(6) 19 %passing No.200 sieve=46% 30 — 15(6)17(6) 22 • 19. 25 3.8 20 %passing No.200 sieve=54% 35 12(6)12(6) CLAY,sandy,stiff,reddish brown 16.5 w/clayey sand layer(CL) 40— 45— _ 50 — 55— J sn — Remarks:1)Dry auger to 10.0 ft.,wet rotary from 10.0 ft.to 36.5 ft.2)Free water encountered at 11.0 ft.during drilling.3)Water level was measured at 10.0 ft.after 15 min.reading. a ground water elevation was not determined during the course of this boring. Driller:Refugio Florez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 980 E A-7 C:Uobs11140193501 1140193501_Retaining Wall Bridge.C=G - A" DRILLING LOG 1 of 2 , ""� County Brazoria County Hole GB-8 District Houston WinCore Highway Max.Road Structure Bridge Date 04-25-13 -..lion 3.1 CSJ 0912-31-273 Station 39+23.73 Grad.Elev. 51.06 ft i Offset 43.61'RT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Strata Description Lateral Deviato Wet Additional Remarks (ft) G Penetrometer Press. Stress MC LL PI Den. (psi) (Psi) (pcf) FILL,clay,sandy,gray w/grass w/grass roots 0'-1' roots and ferrous nodules 19 48.1 I w/shell fragments 3'-5' 6(6)6(6) CLAY,sandy,soft,gray wlcalcareous 19 6 and ferrous nodules(CL) 44.6 p w/ferrous nodules and ferrous CLAY,soft to very stiff,gray --8--42 22 6? 38 131 stains 6.5'-10' and yellowish brown w/calcareous 24 10 ,� 4(6)5(6) nodules(CH) 39.6 38.1 CLAY,sandy,gray(CL) 26 3,8 19 %passing No.200 sieve=81% `' SAND,silty,slightly compact 24 15-;`. 14(6)18(6) to dense,gray and brown(SM) J 22 %passing No.200 sieve=13% 20-::: 50(6)48(6) -''•' . .10 26.1 26 14(6)16(6) - SAND,clayey,slightly compact, --t;:! reddish brown w/silt and sand 23 %passing No.200 sieve=50% seams(SC) 30 '• 14(6)21(6) -.0°. CLAY,stiff to very stiff,reddish brown wfferrous stains,calcareous _22 -✓ and ferrous nodules(CH) 36 19(6)21(6) 35 40 23 70 44 13i— J 26 74 47 127 70/ 21(6)17(6) 0 35 23 61 37 129 40 ,- -,/ 23 a 16(6)16(6) 0 21 23 62 38 128 6.1 46 CLAY,sandy,stiff to very stiff, wlcalcareous and ferrous gray w/sand seams(CL) _448 36 17 30 16 135_.nodules 46.5'-48' 75.4 50 % 26(6)30(6) 15 36 20 reddish brown and gray / wlferrous stains and 17 37 20 calcareous nodules 50'-56.5' 55 j 23(6)26(6) 0 30 16 36 18 136 1 -5.4 _. -6.9 1; SAND,clayey(SC) 18 24 10 %passing No.200 sieve=23% An •`•;'" 23(6)25(6) SAND,fine,compact w/silt(SP-SM) . 20 I brownish 56.5-58and yelra Remarks:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft.to 81,5 ft.2)Free water encountered at 15.0 ft.during drilling.3)Water level was measured at 9.0 ft.after 15 min.reading. . ,I ,,e ground water elevation was not determined during the course of this boring. Driller:Refugio Fiorez, Logger:Willie Barnes Organization:Geotest Engineering,Inc. - 981 A-8 C:Wobs11401935o1\114o1935o1 Bridge.CLG A DRILLING LOG 2of2 County Brazoria County Hole GB-8 District Houston WinCore Highway Max Road Structure Bridge Date 04-25-13 ",.lion 3.1 CSJ 0912-31-273 Station 39+23.73 Gmd.Elev. 51.06 ft Offset 43.61'RT GW Elev. NIA L Texas Cone Triaxial Test Properties le • O Strata Description Lateral Deviator Wet Penetrometer p Additional Remarks G Press. Stress MC LL PI Den. (Psi) (nsil (pcf) SAND,fine,compact,yellowish -':` gray and brown wlsilt(SP-SM) 20 %passing No.200 sieve=9% 65 - 40(6)32(6) -15.4 CLAY,sandy,very stiff to hard, 18 6 gray w/ferrous stains and sand 0 45 17 40 22 132 70 37 O 50(6) seams(CL) -20.4 yG SAND,silty,compact,gray w/clay 22 22_3 %passing No.200 sieve=43% seams(SM) 75 - 25 6)28(6) _23 -25.4 ,4 SILT,dense,yellowish gray w/sand %passing No.200 sieve=83% and clayey seams(ML) 80 35(6)50(2) -30.4 85 - 90 - 95 - 100- 105- 110- 115 • - I9n-- Remarks:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft.to 81.5 ft.2)Free water encountered at 15.0 ft during drilling.3)Water level was measured at 9.0 ft.after 15 min.reading. IA)ground water elevation was not determined during the course of this boring. Driller:Refugio Fiorez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 982 A-8a C:Vobs1114019350111140193507__Bridge.CLG ; A DRILLING LOG 1 of 2 r County Brazoria County Hole GB-9 District Houston WinCore Highway Max Road Structure Bridge Date 04-24-13 %'^rsion 3.1 CSJ ` 0912-31-273 Station 40+17.00 Grnd.Elev. 52.02 ft Offset 58.46'LT GW Elev. N/A L Texas Cone Triaxial Test I Properties Elev. 0 Penetrometer Strata.Description Lateral Deviator! Wet Additional Remarks G Press. Stress MC LL PI Den. ,jpsi) (psi) (pcf) / CLAY,soft,dark gray,w/calcareous wlgrass roots 0'-5' and ferrous nodules(CH) 15 f very stiff 3'-5' 5 / fi(6)7(6) 0 36 20 53 31 131_ 04 20 /0 7(6)8(6) 20 63 39 42. 10 w/ferrous stains 10.5'-12' 40. 01 CLAY,sandy,soft to medium stiff, 12 7 25 43 24 123 SAND, pact brown(SM) 15 20(6)24(6) 24 - %passing No.200 sieve 26% 19 20 20(6)26(6) 19 ' w/calcareous nodules 21.5'-23' 25 26(6)16(6) - 20 %passing No.200 sieve 18% 30 14(6)19(6) CLAY,stiff,gray and reddish medium stiff 31.5'-33' brown w/ferrous stains(CH) 27 w/calcareous nodules 33'-45' 35 / 01 14(6)20(6) _35 9 26 60 36 121 27 P. w/silt seams 38'-40' 40 / 12(6)11(6) 0 14 21 61 30 129 very stiff 41.5'-43' Aill./ 43 39 21 56 36 128- 23 61 37 %passing No.200 sieve=98% T T(6)T(6) soft w/clayey silt ofi CLAY,sandy,stiff to very stiff, layer 45'-46.5' (CL)brown and gray w/ferrous stains 48 24 17 35 21 34 w/sand seams 46.5'-48' 50 ei 10(6)14(6) — •18 44 27 140 la 0 34 15 30 16z139 w/calcareous nodules 53%55' 55 33(6)40(6) 15 -4.5 110 zt 19 18 3 %passing No.200 sieve=21% SAND,silty,compact to dense, gray(SM) 18 w/sand stone 58.5'-60' an , ' 9(6 37(6) Remarks:1)Dry auger to 11.0 ft.,wet rotary from 11.0 ft.to 81.5 ft.2)Free water encountered at 11.0 ft.during drilling.3)Water level was measured at 10.75 ft.after 15 min.reading. h _:,e ground water elevation was not determined during the course of this boring. Driller:Refugio Florez . Logger:Willie Barnes Organization:Geotest Engineering,Inc. 983 E A-9 C:Uobs1114019350111140193501 Bridge.cL3 -,� DRILLING LOG 2 of County Brazoria County Hole GB-9 \ District Houston WinCore Highway Max Road Structure Bridge Date 04-24-13 "- lion 3.1 CSJ 0912-31-273 Station 40+17.00 Gmd.Elev. 52.02 ft Offset 58.46'LT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. O Penetrometer Strata Description Lateral Deviator Wet Press. Stress MC LL PI Den. Additional Remarks (ft) G ins') (psi) (pcf) SAND,silty,compact to dense, gray(SM) 20 %passing No.200 sieve=19% • 65 50(2)39(6) • -14.5 16 CLAY,sandy,stiff to very stiff, gray w/ferrous stains and sand 70 31(6)35(6), seams(CL) 17 40 21 -21. 0 23 18 30 13 134 35(6)44(6) SILT,sandy,compact,gray wlclayey 18 24 4 %passing No.200 sieve=60% 75 seams(ML) -24.5 SAND,silty,dense,gray(SM) 22 %passing No.200 sieve=29% 80 — 50(5)50(2) -29.5 85 — 90— 96 — 100- 105- 110- 115- 19n— Remarks:1)Dry auger to 11.0 ft.,wet rotary from 11.0 ft.to 81.5 ft.2)Free water encountered at 11.0 ft.during drilling.3)Water level was measured at 10.75 ft.after 15:min.reading. __4e ground water elevation was not determined during the course of this boring. Driller:Refugio Florez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 984 =A-9a C:Wobs1114019350111140193501 9ridge.CLG �4- DRILLING LOG 1 of �' County Brazoria County Hole GB-10 District Houston WinCore Highway Max Road Structure Retaining Wail/Bridge Date 04-22-13 "- lion 3.1 CSJ 0912-31-273 Station 41+69.49 Gmd.Elev. 52.76 ft Offset 0.24'LT GW Elev. N/A L Texas Cone Triaxial Test Properties Elev. 0 Penetrometer Strata Description Lateral Deviator Wet Additional Remarks (ft) G Pre(psss. St n s MC LL Pi Den. 51.3 PAVEMENT 11 3.76"Asphalt over 4.5" CLAY,stiff to very stff,gray - 3 30 26 61 37 127 Stabilized Limestone over • w/calcareous and ferrous nodules 8.75"Asphalt Limestone Mix 5 9(6)8(6) (CH) 18 soft 6'-6.5' 8 22 21 53 31 137 44.8 w/silty sand layer 8'-10' -./ 4(6j 6(6) CLAY,silty,soft to medium stiff, 21 37 20 %passing No.200 sieve 94% 10 / reddish brown w/calcareous nodules and ferrous stains(CL) 25 wlclay stone 13'-15' 37.8 15 % 14(6)16(6) 15 8 29 34 18 125 SAND,silty,slightly compact, brown(SM) .22 Flo passing No.200 sieve=28% 20 - 11(6)18(6) 23 %passing No.200 sieve=20% lefi 16(6)24(6) 22 25 i ° compact 25'-30' _20 30 50(6)50(5) • SAND,fine,dense,brown wlsilt (SPSM) 22 %passing No.200 sieve=12% 19.8 35 21(6)26(6) CLAY,very stiff,reddish brown w/calcareous nodules and ferrous 16.3 — stains(CH) 40- 45 - 50 - 55- fin- Remarks:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft.to 36.5 ft.2)Free water encountered at 15.0 ft.during drilling.3)Water level was measured at 11.16 ft.after 15 min.reading. I . e ground water elevation was not determined during the course of this boring. Driller:Refugio Florez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 985 E A-10 C:Wobs1114019350111140193501_Retaining wall Bridge.CLG /,A DRILLING LOG 1 of Are— County Brazoria County Hole GB-11 District Houston WinCore Highway Max Road Structure Retaining Wall/Bridge Date 04-26-13 ' -rsion 3.1 CSJ 0912-31-273 Station 41+87.07 Grnd.Elev. 51.10 ft Offset 57.01'LT GW Elev. N/A L Texas Cone Triaxiai Test Properties Elev. O Strata Description Lateral Deviator Wet Additional Remarks (m G Penetrometer Press. Stress MC LL Pi Dena , (psi) fpSi) fpcf) CLAY,soft to hard,dark gray w/grass roots 0'-1' w/calcareous`nodules and grass 24 roots(CH) light gray w/calcareous 5 8(6)8(6) 5 59 18 53 31 131 nodules 3'-5' 44.6 8 15 22 34 15 127 CLAY,silty,soft to stiff,reddish brown w/ferrous stains(CL) 7(6)10(6) 25 31 10 %passing No.200 sieve=96% 10 / wlclayey sift layer and silt stone 9'-10' 27 wlclayey stone 11.5'-13' 15 15(6)11(6) 15 7 25 41 22 125 wlclayey silt layer 14'-15' • 33.1 25 29 13 %passing No.200 sieve=83% 15(6)28(6) SAND,silty,compact,reddish 22 20 :;;; brown(SM) 22 %passing No.200 sieve=14% 25 33(6)38(6) — 24 30 9(6)13(6) CLAY,stiff to very stiff,reddish brown,slickensided w/calcareous 0 50 22 58 35 132 nodules and ferrous stains(CH) 35—#0/ 20(6)21(6) 22 14.6 40 — 45— 50 — 55 — no— Remarks:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft.to 36.5 ft.2)Free water encountered at 15.0 ft.during drilling.3)Water level was measured at 10.0 ft.after 15 min.reading. - - ?'e ground water elevation was not determined during the course of this boring. Driller:Refuglo Florez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 986 E A-11 C:Wobs1114019350111140193501Retaining Wali_Bridge.CLG DRILLING LOG 1of1 "°' '' County Brazoria County Hole GB-12 District Houston WinCore Highway Max Road Structure Roadway/Utilities Date 04-22-13 "-rsion 3.1 CSJ 0912-31-273 Station 46+43.53 Grnd.Elev. 52.72 ft Offset 13.86'LT GW Elev. N/A L Texas Cone Triaxlal Test Properties Elev. 0 Penetrometer Strata Description Lateral Deviator Wet Additional Remarks G Press . Stress MC LL PI Den.) c (ps51.6 PAVEMENT 11 2"Asphalt over 3"Limestone CLAY,soft to stiff,dark gray _3 24 31 61 37 123 over 8"Limestone and Gravel w/ferrous stains(CH) 32 Clay Mix 5 / 4(6)5(6) 46.7 CLAY,silty,stiff to very stiff, 8 31 20 44 25 134 gray w/ferrous stains and calcareous 10 9(6)11 6) nodules(CL) 19 wlclayey silt layer 12'-13' 22-28 7 %passing No.200 sieve=96% reddish brown 13.5'-16.5' 15 13(6)14(6) 25 34 20 %passing No.200 sieve=94% 36.2 CLAY,stiff to very stiff,reddish 25 brown 20- (6)10(6) seams(CH)w/ferrous stains and slit 0 27 22 73 46 126 -� w/calcareous nodules 21.5'-25' 18 ?(6)7(6) 0 39 19 56 34 138 25 soft 25'-26.5' 26.2 — 30 - 35 - 40 - 45 - 50 - 55- • an - Remarks:1)Dry auger to 20.0 ft.,wet rotary from 20.0 ft.to 26.5 ft.2)Free water encountered at 20.0 ft.during drilling.3)Water level was measured at 15.0 ft.after 15 min.reading. ue ground water elevation was not determined during the course of this boring. Driller.Refugio Florez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 987 E A-12 C:uobs1114019350111140193501 RoadwayUtililies.CLG DRILLING LOG - 1 of I County Brazoria County Hole GB-13 District Houston WinCore Highway Max Road Structure Roadway/Utilities Date 04-23-13 "-rsion 3.1 CSJ 0912-31-273 Station 52+21.53- Grnd,Elev. 52.94 ft Offset 13.68'LT GW Elev. NIA L Texas Cone Triaxial Test Properties Elev. 0 Penetrometer Strata Description Lateral Deviator Wet Additional Remarks (ft) GPress. Stress MC LL PI Den. (psi) (Psi) 14 (pcf) 51.9an PAVEMENT 3"Asphalt over 4" CLAY,soft to stiff,dark gray 3 19 27 62 38 125 Stabilized Limestone over 6" w/ferrous stains(CH) Limestone and Sandy Clay Mix 5 Air 5(6)5 O (6) _27 / 8 15 28 63 39 119 w/calcareous nodules 6.5'-10' / 10(6)15(6) 28 10 ,41.4 w/clayey seams 11.5'-13' , 39.9 II III SILT,sandy,reddish brown(ML) 22 26 6 %passing No.200 sieve=65% 11 (6)10(6) SILT,clayey,slightly compact, 23 15 reddish brown(ML) 24 24 3 34.9 / CLAY,silty,stiff,reddish brown 20 10(6)11(6) (CL) 25 31.4 I CLAY,stiff to very stiff,reddish n 37 22 54 s2 brown w/calcareous nodules and 21 25 / 11 (6)12(6) ferrous stains(CH) 26,4 '� 30 35 40 45 50 55 • AO Remarks:1)Dry auger to 15.0 ft.,wet rotary from 15.0 ft.to 26.5 ft.2)Free water encountered at 14.0 ft,during drilling.3)Water level was measured at 12.0 ft.after 15 min.reading. I ,,e ground water elevation was not determined during the course of this boring. , I • Driller:Refuglo Florez Logger:Willie Barnes Organization:Geotest Engineering,Inc. 988 E A-13 C:Uobs1114019350111140193501 RoadwayUIUflies.CLG SYMBOLS AND TERMS USED ON BORING LOGS SOIL TYPES SAMPLER TYPES 0 .(SHOWN IN SYMBOL COLUMN) (SHOWN IN SAMPLES COLUMN) e-I ►1 0 0'C ...... --- .... • I O ..a �.► 0 0 c ...... ____ • • Asphaltic Fill Gravel Sand SILT. CLAY LEAN Sandy Pitcher Nz Shelby- Piston Split No Auger Concrete CLAY LEAN Barrel Core . Tube Spoon Recovery • • Predominant type shown heavy CLAY • TERMS DESCRIBING CONSISTENCY OR CONDITION • • _ Basic Soil Type_ Density or • Standard Penetration Unconfined Compressive. Consistency Resistance,(1) ..Strength.(q„),(2) • Blows/ft. Tons/sq.ft. Cohesionless Very loose . Less than 4 . Not applicable Loose 4 to<10 Not applicable Medium dense 10 to<30 Not applicable Dense 30 to<50 Not applicable Very dense 50 or greater Not applicable Cohesive Very soft Less than 2 _ Less than 0.25 Soft 2 to<4 0.25 to<0.5 Firm/Medium stiff 4 to<8 0.5 to<1.0 Stiff - 8to515 1.0 to<2.0 Very stiff 15 to<30 2.0 to<4.0 Hard 30 or greater 4 or greater (1) Number of blows from 140-lb.weight falling 30-in. to drive 2-in.OD, 1-3/8-in. ID,split barrel sampler(ASTM D1586) (2) q„may also be approximated using a pocket-penetrometer TERMS CHARACTERIZING SOIL STRUCTURE Parting:-paper thin in size Seam:-1/8"to 3"thick Layer:-greater than 3" Slickensided -having inclined planes of weakness that are slick,and glossy in ' appearance. Fissured -containing shrinkage cracks, frequently filled with fine sand or silt; usually more or less vertical. Laminated -composed of thin layers of varying color and texture. Interbedded -composed of alternate layers of different soil types. Calcareous -containing appreciable quantities of calcium carbonate. Well graded -having wide range in grain sizes and substantial amounts of all intermediate particle sizes. • Poorly graded -predominantly of one grain size, or having a range of sizes with some intermediate size missing. Flocculated -pertaining to cohesive soils that exhibit a loose knit or flakey structure. Geotest Engineering, Inc. FIGURE A-14 989 APPENDIX B Figure Summary of Laboratory Test Results B-1 thru B-13 Grain Size Distribution Curves B-14 thru B-22 California Bearing Ratio (CBR) of Laboratory—Compacted Soils B-23a thru B-23c Dry Density versus Laboratory CBR B-23d Consolidated Undrained (UU) Triaxial Compression Test Results B-24 and B-25 Pinhole and Crumb Test Results B-26 Consolidation Test Results B-27 and B-28 • 990 I SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Roadway/Utilities GEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET SAMPLE LIMITS COMPRESSION COMPRESSION TORVANE PENE— TEST TEST (U—U) TROMETER Depth PASSING (ft.) WATER DRY NO. 200 Shear Shear Conf. Shear Shear BORING SPT CONTENT DENSITY LL PL PI SIEVE Strength Strength Press. Strength Strength NO. No. Top Bottom Type (blows/ft.) (%) (pcf) (%) NO (tsf) ) (tsf)q (tsf) TYPE OF MATERIAL GB-1 2 1.0 3.0 UD 23 Clay 3 3.0 5.0 UD 22 106 53 22 -31 0.94 0.36 Cloy 4 6.5 8.0 UD 21 Clay , 5 8.0 10.0 UD 32 89 77 28 49 0.50 0.72 Clay 6 11.5 13.0 UD 29 'Cloy 7 13.0 15.0 UD 22 109 50 21 29 1.19 Clay 8 16.5 18.0 UD 29 Cloy 9 18.0 20.0 UD 28 100 62 24 38 0.97 Clay 10 21.5 23.0 UD 22 . Cloy. Sandy 11 23.0 25.0 UD 22 105 46 19 27 0.97 Cloy. Sandy • \O C au LEGEND: UD = UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Standard Penetration Test I SS = SPLIT SPOON SAMPLE LL = Liquid Limit AG = AUGER CUTTINGS PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx—DOUBBLE BARREL SAMPLE _ • SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Roadway/Utilities CEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET LIMITS COMPRESSION COMPRESSION TORVANE PENE— SAMPLETEST TEST (U—U) TROMETER Depth PASSING (ft.) WATER DRY NO. 200 Shear Shear Conf. Shear Shear BORING SPT CONTENT DENSITY LL PL PI SIEVE Strength Strength Press. Strength Strength NO. No. Top Bottom Type (blows/ft.) (%) (pcf) (%) (tsf) (tsf) (tsf) (tsf) (tsf) TYPE OF MATERIAL GB-2 2 1.0 3.0 UD 31 93 59 23 36 0.90 Clay 3 3.0 5.0 UD 13 Cloy 4 6.5 8.0 UD 22 103 53 19 34 0.90 0.58 Cloy 5 8.0 10.0 UD 22 Clay 6 11.5 13.0 UD 22 45 19 26 Cloy, Sandy 7 13.0 15.0 UD 23 17 - Sand, Silty 8 16.5 18.0 UD 22 Sand, Silty 9 18.0 20.0 UD 17 21 Sand, Silty 10 21.5, 23.0 UD 17 _ Sand, Silty m t7 VD C rn Is) m CO LEGEND: UD = UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Standard Penetration Test I SS = SPLIT SPOON SAMPLE LL = Liquid Limit to AG = AUGER CUTTINGS • PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx—DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Roadway/Utilities GEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET LIMITS COMPRESSION COMPRESSION TORVANE PENE— SAMPLE • TEST TEST (U—U) TROMETER Depth PASSING (ft.) WATER DRY NO. 200 Shear Shear Conf. Shear Shear BORING SPT CONTENT DENSITY . LL PL P1 SIEVE Strength Strength Press. Strength Strength NO. No. Top Bottom Type (blows/ft.) (%) (Per) (%) (tsf) (tsf) (tsf) (tsf) (tsf) TYPE OF MATERIAL GB-3 2 1.0 3.0 UD 16 Cloy, Sandy 3 3.0 5.0 UD 15 114 47 20 27 1.01 0.36 Cloy, Sandy — 4 6.5 8.0 UD 21 Clay, Sandy 5 8.0 10.0 UD 18 116 32 17 15 0.54 0.72 Clay, Sandy 6 11.5 13.0 UD 22 18 Sond, Silty 8 16.5 18.0 UD 23 Sand, Silty 10 21.5 23.0 UD 22 13 Sand, Silty • G) p C - - VZ 73 W m CO LEGEND: UD = UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Standard Penetration Test I SS = SPLIT SPOON SAMPLE U. = Liquid Limit CA AG = AUGER CUTTINGS PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx—DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Roadway/Utilities CEOTEST ENGINEERING. INC. PROJECT NUMBER: 1140193501 .-/ ATTERBERG UNCONFINED ' TRIAXIAL POCKET SAMPLE LIMITS COMPRESSION COMPRESSION U) TORVANE TROMETER Depth PASSING (ft.) WATER DRY NO. 200 Shear Shear Conf. Shear Shear BORING SPT CONTENT DENSITY LL PL P1 SIEVE Strength Strength Press. Strength Strength NO. No. Top Bottom Type (blows/ft.) (X) (pcf) (%) (ts (tsf (tsf) ) (tsf) (fsf) TYPE OF MATERIAL GB-4 1 0.0 1.0 UD 10 Cloy, Sandy 2 1.0 3.0 UD 16 114 32 17 15 1.22 0.22 Clay, Sandy 3 3.0 5.0 UD 23 Cloy, Sandy 4 6.5 8.0 UD 20 107 44 20 24 0.86 0.58 Cloy, Sandy 5 8.0 10.0 UD 20 109 32 16 16 0.43 0.72 Cloy, Sandy 6 11.5 13.0 UD 22 21 14 7 60 Silt, Sandy 8 16.5 18.0 UD 22 12 Sand 10 21.5 23.0 UD 21 Sand • -n 0 Vp C 70 ,p m Co LEGEND: UD = UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Standard Penetration Test I SS = SPLIT SPOON SAMPLE LL = Liquid Limit AG = AUGER CUTTINGS. PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx—DOUBBLE BARREL SAMPLE a SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Roadway/Utilities GEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET LIMITS COMPRESSION COMPRESSION TORVANE PENE— SAMPLETEST TEST (U—U) TROMETER - Depth PASSING (ft.) WATER DRY NO. 200 Shear Shear Conf. Shear Shear BORING SPT ) CONTENT DENSITYc IL PL PI SIEVE Strength Strength Press. Strength Strength NO. No. Top Bottom Type (blows ft. (tsf) (tsf) (tsf) (tsf) (tsf) TYPE OF MATERIAL GB-5 2 1.0 3.0 UD 18 113 27 19 8 0.79 0.22 Cloy, Sandy 3 3.0 5.0 UD 19 Cloy. Sandy 4 6.5 8.0 UD 22 105 44 20 24 0.72 0.58 Clay, Sandy 5 8.0 10.0 UD 18 Cloy. Sandy - 6 11.5 13.0 UD 25 62 Silt, Sandy 8 16.5 18.0 UD 23 Silt, Sandy 10 21.5 23.0 UD 23 6 Sond -n C) vz P to m to LEGEND: UD = UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Standard Penetration Test cn SS = SPLIT SPOON SAMPLE LL = Liquid Limit AG = AUGER CUTTINGS PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx—DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Retaining Wall/Bridge GEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET SAMPLE LIMITS COMPRESSIONTS COMPRESSION S (UU TORVANE TROMETER _ Depth PASSING (IL) WATER DRY NO. 200 Shear Sheor Conf. Shear Shear BORING SPT CONTENT DENSITY LL PL PI SIEVE Strength Strength Press. Strength Strength NO. No. Top Bottom Type (blows/ft.) (%) (pcf) (%) (tsf) (tsf) (tsf) (tsf) (tsf) TYPE OF MATERIAL GB-6 2 1.0 3.0 UD 14 • Fill 3 3.0 5.0 UD 13 116 40 20 20 0.68 0.36 Fill 4 6.5 8.0 UD 21 111 34 17 17 0.47 0.58 Cloy, Sandy 5 8.0 10.0 UD 20 112 35 17 18 0.58 0.72 Clay, Sandy 6 11.5 13.0 UD 23 47 Sand. Silty 8 16.5 18.0 UD 26 Sand. Silty 10 21.5 23.0 UD 24 9 Sand 12 26.5 28.0 UD 25 Sand 14 31.5 33.0 UD 20 18 15 3 - Sand, Clayey 0 VO c %.D A a m CO LEGEND: LID = UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Standard Penetration Test I SS = SPLIT SPOON SAMPLE LL = Liquid Limit rn AG = AUGER CUTTINGS PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx—DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project — Retaining Wall/Bridge GEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET SAMPLE LIMITS COMPRESSION COMPRESSION TORVANE PENS— TEST TEST (U—U) TROMETER Depth PASSING (ft.) WATER DRY NO. 200 Shear Shear Conf. Shear Shear BORING SPT CONTENT DENSITY I.I. PL PI SIEVE Stren th Strength Press. Strength Strength NO. No. Top Bottom Type (blows/ft.) (%) (pcf) (%) (tsf) (tsf) (tsf) (tsf) (tsf) TYPE OF MATERIAL GB-7 2 1.0 3.0 UD 11 Fill 3 3.0 5.0 UD 16 117 39 21 18 0.79 0.36 Cloy, Sandy - 4 6.5 ' 8.0 UD 19 111 37 19 18 0.54 0.58 Cloy, Sandy 5 8.0 10.0 UD 23 29 18 11 Clay, Sandy 6 11.5 13.0 UD 25 Sand. Silty 7 13.0 15.0 UO 24 37 Sand, Silty 9 18.0 20.0 UD 23 Sand. Silty 11 23.0 25.0 UD 19 46 Sand. Silty 13 28.0 30.0 UD 22 Sand. Silty 15 33.0 35.0 UD 25 38 18 20 54 Cloy, Sandy J G)C _ �11 m CO LEGEND: UD = UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Standard Penetrotion Test SS = SPLIT SPOON SAMPLE LL = Liquid Limit AG = AUGER CUTTINGS PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx—DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Protect Bridge GEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET SAMPLE LIMITS COMPRESSION COMPRESSION TORVANE PENE- TEST TEST (U-U) TROMETER Deppth PASSING BORING (ft.) WATER DRY NO. 200 Shear Shear Conf. Shear Shear SPT CONTENT DENSITY U. PL PI SIEVE Strenggth Stren th Press, Strength Strength NO. No. Top Bottom Type (blows/ft.) (%) (pcf) (%) (tsf) (tsi9) (tsf) (tsf) (tsf) TYPE OF MATERIAL GB-8 2 1.0 3.0 UD 19 0.75 2.25 Fill 3 3.0 5.0 UD 19 0.50 1.25 Clay, Sandy 4 6.5 8.0 UD 22 107 62 24 38 1.51 0.58 1.00 1.00 Clay 5 8.0 10.0 UD 24 1.00 1.25 Clay 6 11.5 13.0 UD 26 36 19 19 81 0.35 0.38 Cloy, Sandy 7 13.0 15.0 UD 19 24 Sand, Silty 8 16.5 18.0 UD 16 22 13 Sand, Silty 10 21.5 23.0 UD 23 20 Sand, Silty 12 26.5 28.0 UD 16 23 50 Sand, Clayey 14 31.5 33.0 UD 21 22 Cloy 15 33.0 35.0 UD 23 107 70 26 44 1.44 2.52 2.00 2.00 Cloy 16 36.5 38.0 UD 26 101 74 27 47 2.00 2.25 Cloy 17 38.0 40.0 UD 23 105 61 24 37 1.26 1.75 1.75 Cloy 18 41.5 43.0 UD 23 1.00 1.38 Clay 19 43.0 45.0 UD 23 104 62 24 38 0.76 1.00 1.63 Cloy 20 46.5 48.0 UD 17 116 30 14 16 1.26 3.46 0.75 1.25 Clay, Sandy 21 48.0 50.0 UD 15 36 16 20 1.25 1.63 Clay, Sandy 22 51.5 53.0 UD 17 37 17 20 1.25 1.75 Cloy, Sandy 23 53.0 55.0 UD 16 117 35 17 18 ' 1.08 1.50 2.25 Cloy, Sandy -n 24 56.5 58.0 UD 18 24 14 10 23 0.25 0.50 Sand, Clayey VD V m 25 58.0 60.0 UD 20 20 Sand 00 Co LEGEND: UD = UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Standard Penetration Test 1 SS = SPLIT SPOON SAMPLE LL = Liquid Limit 03 AG = AUGER CUTTINGS PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx-DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Bridge CEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET SAMPLE LIMITS COMPRESSION COMPRESSION(uSltOf; TORVANE TRPENE— OMETER Depth PASSING BORING (f t.) WATER DRY NO. 200 Shear Shear Conf. Shear Shear SPT CONTENT DENSITY LL PL PI SIEVE Strength Strength Press. Strength Strength NO. No. Top Bottom Type (blows/ft.) (%) (pcf) (%) (tsf) (tsf) (tsf) (tsf) (tsf). TYPE OF MATERIAL GB-8 26 61.5 63.0 UD 40 20 9 Sand 28 66.5 68.0 LID 21 18 Clay, Sandy 29 68.0 70.0 LID 17 113 40 18 22 1.62 1.75 2.25 Cloy, Sandy 30 71.5 73.0 UO 22 22 19 3 43 0.20 1.00 Sand, Silty 31 73.0 75.0 LID 26 23 Sand, Silty 32 76.5 78.0 UD 44 22 83 Silt • C VD C VD Xi VD m 07 LEGEND: UD = UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Standard Penetrotion Test I SS = SPLIT SPOON SAMPLE LL = Liquid Limit C0 AG = AUGER CUTTINGS PL = Plastic Limit a PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx—DOUBBLE BARREL SAMPLE 000T 6-8 32if101J mo CO rn t (to OA z O X�n N0 N V. W N NCa 0 CO CO V C71 N A N V 0 0D CI UI A GI N O M unuii ii zvacnc .� x.-4C•pz CD UI Cn UI A A A j UI Ca CA Gs N ...I G� z CJ 0 0C O 03 p W -. co p piW DI p, CT CA W -. 0 CA W �] .,� Omz 4- 0 cn o in o ut o 01 o N O in c1+ N Cn O in b in O OCS W�CO� C .q 't7 m ZZCD m Cl CD C>• N Us A A A A W W W N N z o P 03 to w o 0o Cn w o Cl 0 w oo w oo Cn w 0 02 Cn w ° ''� y ApvOiw, o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 O ' cl Pa Mtn rm-> mr C C C C C C C C C C C C C C C C C C C C C '�v m o 0 0 o C o 0 00 0 0 C o C 0 0 0 0 0 00 '0 1-3 00 Cm X co -a ,.0 0 Gs m o 01 o v m w �-1 H z v n CTJ m G _ ^O A om", po 02 N N .N. N N N, N N N N N N V w V CD V O CO CD A N O O O N CO • .-. 0 CO CD T Ov O1 m CD vC2•C �rr-�i COO C 4. W7� m O A O N F -0 -a O CA CA CA '- D U II u n _ _ _ N N N) N N N 37 0 m-rN N A .4 A A 0 A CO A N r- �(oo tnmmcc 0.i°'o -. NCA CA w GI N W Gs '� Z Z N V O1 O n A l0 C Dra w rnr353 na z v rrl x 52. oz d°x 0 0 co .-I O W PO 0 C)C CO d o z w '' O . c'`o S m'90 Cn N • NO _. q�A O CAA Z N C vDi -INZ co zo m Cn „v.v.) 0 + 0 O ....al�' A W :p W N .3 Q -.0 O CD p N CT S CfJ1� zr CD Vs O �mX -► W !-0, N .O •- 'O ICN rr- A Cp co O N Cl0 '-4. co N ..-.CD S 0 G O O O 0 N O O CNn O CNii CCn O N W CC.O W .�G D S Z m Ni .. O O _ .... ra �..y«N OC�RO C1� N y S �ZCnrrCC co W W coO 01 co W COO OWC CD V in o W iv .'^,,p m 1 -i N W O CD N S, MI 7 ? o o A o o o A 0 o o N Cn CA Cn CA o o o o a a a D. P- o Cn TOOO N• 01 N U N• C •Crt a C `G `C �`C ` `G m xr S r r SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Bridge CEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET SAMPLE LIMITS COMPRESSIONE COMPRESSION— TORVANE TROMETER Deppth PASSING BORING (ft') WATER DRY NO. 200 Shear Shear Conf. Shear Shear SPT CONTENT DENSITY LL PL PI SIEVE Stren th Strenggth Press. Stren th Strength NO. No. Top Bottom Type (blows/ft.) (%) (pcf) (%) (tst9) (tsf) (tsf) (tsf� (tsf) TYPE OF MATERIAL GB-9 26 61.5 63.0 UD 47 20 19 Sand, Silty 28 66.5 68.0 UD 31 16 Cloy, Sandy 29 68.0 70.0 UD 17 40 19 21 1.38 2.25 Cloy, Sandy 30 71.5 73.0 UD 18 114 30 17 13 0.83 0.38 2.25 Clay, Sandy 31 73.0 75.0 UD 18 24 20 4 60 0.50 1.88 Silt, Sandy 32 76.5 78.0 UD 33 22 29 - Sand, Silty O C CD pi m co LEGEND: UD = UNDISTURBED SAMPLE. EXTRUDED IN FIELD SPT = Standard Penetration Test c SS = SPLIT SPOON SAMPLE LL = Liquid Limit o AG = AUGER CUTTINGS PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx—DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Retaining Wall/Bridge GEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET SAMPLE LIMITS COMPRESSION SION S ((UUCOMPRESSION TORVANE TROMETER Depth PASSING BORING (ft.) WATER DRY NO. 200 Shear Shear Conf. Shear Shear SPT CONTENT DENSITY LL PL PI SIEVE Strength Strength Press. Strength Strength NO. No. Top Bottom Type (blows/ft.) (%) (pcf) (%) (tsf) (tsf) (tsf) (tsf) (tsf) TYPE OF MATERIAL GB-10 1 0.0 1.0 UD .170000 2 1.0 3.0 UD 26 • 101 61 24 37 1.08 0.22 Cloy 3 3.0 5.0 UD 18 Cloy 4 6.5 8.0 UD 21 113 53 22 31 0.79 0.58 Cloy 5 8.0 10.0 UD 21 37 17 20 94 Cloy, Silty .6 11.5 13.0 UD 25 Cloy, Silty 7 13.0 15.0 UD 29 97 34 16 18 0.29 1.08 Clay, Silty 8 16.5 18.0 UD 22 28 Sand, Silty 10 21.5 23.0 UD 23 20 Sond, Silty 11 23.0 25.0 UD 22 Sand, Silty 12 26.5 28.0 UD 20 Sand, Silty 14 31.5 33.0 UD 22 12 Sand -n I-+ 0 - O C O ZI N m 03 LEGEND: UD = UNDISTURBED SAMPLE. EXTRUDED IN FIELD SPT = Standard Penetration Test I SS = SPLIT SPOON SAMPLE LL = Liquid Limit AG = AUGER CUTTINGS Pl. = Plastic C PB = PITCHER BARREL SAMPLE PI = Plasticity Index ndex Nx = Nx-DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Retaining Wall/Bridge CEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET LIMITS COMPRESSION COMPRESSION TORVANE PENE- SAMPLETEST TEST (U-U) TROMETER Depth PASSING (ft) WATER DRY NO. 200 Shear Shear Conf. Shear Shear BORING SPT CONTENT DENSITY LL PL P1 SIEVE Strength Strength Press. Strength Strength NO. No. Top Bottom Type (blows/ft.) (%) (pcf) (%) (tsf) (tsf) (tsf) (tsf) (tsf) TYPE OF MATERIAL GB-11 2 1.0 3.0 UD 24 Clay 3 3.0 5.0 UD 18 111 53 22 31 2.12 0.36 Cloy 4 6.5 8.0 UD 22 104 34 19 15 0.54 0.58 Cloy, Silty 5 8.0 10.0 UD 25 31 21 10 96 Cloy. Silty 6 11.5 13.0 UD 27 Cloy. Silty 7 13.0 15.0 UD 25 100 41 19 22 0.25 1.08 Cloy, Silty 8 16.5 18.0 UD 25 29 16 13 83 Cloy. Silty 9 18.0 20.0 UD 22 Sand. Silty 10 21.5 23.0 UD 22 14 Sand, Silty 12 26.5 28.0 UD 24 Sand, Silty 14 31.5 33.0 UD 22 108 58 23 35 1.80 Cloy 15 33.0 35.0 UD 22 Cloy I- G) O C O 73 , ca m a) LEGEND: UD = UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Stondord Penetration Test 1 SS = SPLIT SPOON SAMPLE LL = Liquid Limit AG = AUGER CUTTINGS PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx-DOUBBLE BARREL SAMPLE i SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Roadway/Utilities GEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 ATTERBERG UNCONFINED TRIAXIAL POCKET LIMITS COMPRESSION COMPRESSION TORVANE PENE— SAMPLETEST TEST (U—U) TROMETER Depth PASSING (ft.) WATER DRY NO. 200 Shear Shear Conf. Shear Shear BORING SPT CONTENT DENSITY LL PL P1 SIEVE Strength Strength Press. Strength Strength NO. No. Top Bottom Type (blows/ft.) (7,) (pcf) (%) (tsf) (tsf) (tsf) (tsf) (tsf) TYPE OF MATERIAL GB-12 1 0.0 1.0 UD .170000 2 1.0 3.0 UD 31 94 61 24 37 0.86 0.22 Clay 3 3.0 5:0 UD 32 Clay 4 6.5 8.0 UD 20 112 44 19 25 1.12 0.58 Cloy, Silty 5 8.0 10.0 •UD 19 Clay. Silty 6 11.5 13.0 UD 22 28 21 7 96 Clay, Silty 7 13.0 15.0 UD 25 341 .14 20 94 Clay, Silty 8 16.5 18.0 UD 25 - Cloy 9 18.0 20.0 UD 22 103 73 27 46 0.97 Cloy 10 21.5 23.0 UD 18 _ Cloy 11 23.0 25.0 UD 19 116 56 22 34 1.40 Clay m- I-+ 0 O C O .A m to LEGEND: UD =. UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Standard Penetration Test I SS = SPLIT SPOON SAMPLE LL = Liquid Limit N AG = AUGER CUTTINGS PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx—DOUBBLE BARREL SAMPLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NAME: Max Road Widening Project Roadway/Utilities GEOTEST ENGINEERING, INC. PROJECT NUMBER: 1140193501 - ATTERBERG UNCONFINED TRIAXIAL POCKET SAMPLE LIMITS COMPRESSION . COMPRESSION TORVANE PENE— TEST TEST (U-U) TROMETER Depth PASSING (ft.) WATER DRY - NO. 200 Shear Shear Conf. Shear Shear BORING SPT CONTENT DENSITY 11 PL P1 SIEVE Strength Strength Press. Strength Strength NO. No. Top Bottom Type (blows/ft.) (X) (paf) (%) (tsf) (tsf) (tsf) (tsf) (tsf) TYPE OF MATERIAL GB-13 1 0.0 1.0 UD .170000 2 1.0 3.0 LID 27 98 62 24 38 0.68 0.22 Clay 3 3.0 5.0 LID 27 Cloy 4 6.5 8.0 LID 28 93 63 24- 39 0.54 0.58 Clay 5 8.0 10.0 UD 28 Clay 6 11.5 13.0 UD 22 26 21 5 65 Silt, Sandy 7 13.0 15.0 UD 23 Silt, Clayey 8 16.5 18.0 UD 24 24 21 3 Silt, Clayey 9 18.0 20.0 UD 25 Cloy, Silty 10 21.5 23.0 UD 22 54 22 32 1.33 Clay \ 11 23.0 25.0 UD 21 c 21 0 Cloy -n 1-► G) O C LA m OJ LEGEND: UD = UNDISTURBED SAMPLE, EXTRUDED IN FIELD SPT = Standord Penetration Test 1 SS = SPLIT SPOON SAMPLE LL = Liquid Limit w AG = AUGER CUTTINGS PL = Plastic Limit PB = PITCHER BARREL SAMPLE PI = Plasticity Index Nx = Nx—DOUBBLE BARREL SAMPLE Job No. 1140193501 GRAVEL SAND Coarse Fine Coorse Medium Fine SILT OR CLAY U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS 100 3 e 1- T T 4 $ 1 6 8 e '416 20 0 40 50 i 0 i 00 i 40 200 a T r r 4 T \ 90 4 10 80 1 °� t 20 ` I- 1 i '- 70 - 1 c? 0 } 1 30 t >-- co m 60 11 } 40 cc 0 11 1 U) cc co Z 50 11 I 50 p c* 1 1 c.� 40 \ \\ 60 w a30 - \ \� - 700" co D 5. Z 20 - _ _ \a 80 8 e. 10 P 90 0 10 1 0.1 0.01 0.001 00 GRAIN SIZE IN MILLIMETERS - BORING SAMPLE DEPTH LEGEND NO. NO. FT. SAMPLE DESCRIPTION Dso, mm Dso, mm ..+-•+• GB-2 S-6 13.5-15.0 Sand, silty, brown w/gravel 0.2784 0.1993 08-00-o GB-2 S-9 21.5-23.0 Sand, silty, brown w/grovel 0.5010 0.2279 ,, GB-3 S-6 11.5-13.0 Sand, silty, brown w/sandy clay seams 0.2470 0.1628 D�� GB-3 S-8 21.5-23.0 Sond, silty, brown w/sandy clay seams 0.2070 0.1506 i-r c - o� o m ONED .r, . GRAIN SIZE DISTRIBUTION CURVES Job No. 1140193501 GRAVEL SAND SILT OR CLAY Coarse Fine Coarse Medium Fine U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS 1�� 3 2 12 1 4 g 4 4 6 B 1416 0 30 40 50 70 100 140 200 0 T T I` 90 1 \ 10 1 \ 80 - . 14 20 I = I I 70 w I ILTJ 30 1 60 — - I 40 m co m 1 I w aw 50 - 11 50 0. r. L.. I U40 11 1 6 0 U I k ix iii coa 30 I 70 co 1 I \ . 1 x 20 80 10 1� b 90 0 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. FT. SAMPLE DESCRIPTION D9o, mm D50, mm •••-•• GB-4 S-6 11.5-13.0 Silt, sand, reddish brown w/clay seams 0.1706 00-00-0 GB-4 S-7 16.5-18.0 Sand, fine, reddish brown w/silt 0.2468 0.1656 GB-5 5-6 11.5-13.0 Silt, sandy, brown 0.1237 L,.4-0 GB-5 S-8 21.5-23.0 Sand, fine, brown w/silt 0.2785 0.2063 r c Or O m J 07 I GRAIN SIZE DISTRIBUTION CURVES 01 Job No. 1140193501 GRAVEL SAND Coarse Fine Coarse Medium Fine SILT OR CLAY U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS 100 3 2 11 T T 4 6 B ;0 i 4 1_6 i0 yiO 400 70 100 140 200 0 T \\ • 90 \ 10 1\ \ 80 1 \ \ 20 = 70 11 30 0 I \ CD 60 I m m 1 40 w N cr z50 ( 508 en N. LT 0 v40 i 60w w cQ D_ fY a 1 30 70w co 6 �• 20 \ \ 80 \ 6-4 10 90 0 10 1 0.1 0.01 0.001 Q0 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND' NO. NO. FT. SAMPLE DESCRIPTION D90, mm D50, mm •-•-•-•-• GB-6 S-6 11.5-13.0 Sand, silty, brown 0.1282 0.0765 0 0-0 0.0 GB-6 S-8 21.5-23.0 Sand, fine, brown w/silt 0.2229 0.1691 1-�=� = GB-7 S-7 13.5-15.0 Sand, silty, brown 0.1223 0.0812 D4�� GB-7 S-9 23.5-25.0 Sand, silty, brown 0.1964 0.0805 -C 0 pi 0o m GRAIN SIZE DISTRIBUTION CURVES . Job No. 1140193501 GRAVEL SAND Coarse Fine Coarse Medium Fine - SILT OR CLAY U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS 3 2 1 11 4 1 4 4 6 8 10 1416 0 0 40 50 70 100 140 200 100 1 II T t I if 1 ' 11 T I I 1 - D -s `DO, 90 - 10 80 - - I. l ° 20 o = 70 30 LLIM w >... l n )- 40 � co inw O cr to z 50 - - 50 Qo c�4, ti. U I- tzi z40 - - 60w w 0 U ix g 30 70 a- co ,. 20 . - 80 10 - 90 ca 0 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. FT. SAMPLE DESCRIPTION Dgo, mm Dso, mm �+-N-• GB-7 S-1 1 33.0-35.0 Clay, sandy, reddish brown w/clayey sand loyer 0.2539 <0.0740 o8-060 GB-8 S,-5 11.5-13.0 Clay, sandy, groy 0.1060 TI -* GB-8 S-7 16.5-18.0 Sand, silty, gray and brown 0.2080 0.1549 c s;�� GB-8 S-10 26.5-28.0 Sand, clayey, reddish brown w/silt and sand seams 0.1040 0.0741 =71 orl _ Y::.m GRAIN SIZE DISTRIBUTION CURVES v Job No. 1140193501 _ GRAVEL SAND SILT OR CLAY Coarse Fine Coarse Medium Fine U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS 100 3 2 1 1 i T 4 4 6 8 0 1416 20 0 440 50 70 100 140 200 0 r T 1 I 7 fr \ 1 90 - - - . -- 10 80 I I 20 I- I = 70 } 30o 1 >- 60 I I 40 m \ '''.. - co m w I z50cn o ce I 500 co M. CC c� Iz40 ttl II 60w II o ec ca. IY a 30 II 70 a co 20 .._ . - I- 80 10 - 90 10 1 0.1 0.01 0.00100 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. F . SAMPLE DESCRIPTION D90, mm D50, mm ••�•-• GB-8 S-21 56.5-58.0 Sand, clayey, yellowish gray and brown 0.2028 0.1237 00-0o-0 GB-8 S-23 61.5-63.0 Sand, fine, yellowish gray and brown w/silt 0.2069 0.1528 -• GB-8 S-25o 71.5-73.0 Sand, silty, gray w/clay seams 0.1040 0.0777 c b o a GB-8 S-27 76.5-78.0 Silt, yellowish grog w/sand and clayey seams 0.0942 I-+ Ow GRAIN SIZE DISTRIBUTION CURVES Job No. 1140193501 GRAVEL ' SAND Coorse Fine Coarse Medium Fine SILT OR CLAY U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS 1 1 3 2 11 13 4 gg 6 8 -0 1416 0 30 40 50 70 100 140 200 100 1 r I T 1 T 1 i ' I I -r 4 _ . I 1 I - 0 , 90 \ 1 10 80 ' \� 20 = I- 70 - _ 1 t, _ 30 ra 60 1 m co m 1 \ 40 fx w 1 cn ce ti z 50 - cc - - - 50 p K IT. \ I v I .ts1 \ � 60 La — 1 U 0 cQ \ , 04 a ce 30 \ } a coo3 \ 70 . - ,, 20 - 80 10 — - - 90 0 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. FT. SAMPLE DESCRIPTION D90, mm D50, mm '+'-'-+ GB-9 S-6 13.5-15.0 Sand, silty, brown 0.2383 0.1315 o0-o.3-0 GB-9 S-9 26.5-28.0 Sand, silty, brown 0.2461 0.1493 ,1 a GB-9 S-15 43.0-45.0 Clay, gray and reddish brown 0.0546 <0.0011 GB-9 S-20 56.5-58.0 Sand, silty, gray 0.1848 0.1144 oA GRAIN SIZE DISTRIBUTION CURVES Job No. 1140193501 GRAVEL SAND - Course Fine Coarse Medium I Fine SILT OR CLAY U.S. STANDARD SIEVE OPENINGS IN INCHES -U.S. STANDARD"SIEVE NUMBERS 3 2 12 1 i 1 4 4 6 8 0 1416 0 0 40 0 70 100 140 200 100 I 1 T 1 T 1 I ' 1 1 T 1 1 0 90 10 80 20 I— Z 1- 70 0 C 30 Tr 60 m co m 40 0! 0 I w 07 Z50 500 n. EL: z 40 1 z cc CQ. U 1 60 czi c. a 30 10 70 a co cQ 20 - 80 10 0 90 0 . 10 1 0.1 0.01 0.00100. GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. FT. SAMPLE DESCRIPTION D9D, mm Dsa, mm •++-►+ GB-9 S-22 61.5-63.0 Sand, silty, gray 0.2050 0.1471 a 43-0e-0 GB-9 S-27 76.5-78.0 Sand, silty, gray . - - 0.1319 0.0868 ,1 ' - - - GB-10 S-5 8.0-10.0 Clay, silty, reddish brown <0.0740 c D � - GB-10 S-8 16.5-18.0 Sand, silty, brown 0.1489 0.0961 1-+C O m I-k N CO I GRAIN SIZE DISTRIBUTION CURVES 0 Job No. 1140193501 GRAVEL SAND Coarse Fine Coarse Medium Fine SILT OR CLAY U.S. STANDARD SIEVE OPENINGS I,NN INCHES U.S. STANDARD SIEVE NUMBERS 3 2 12 T 311 2 $ 4 6 8 � 1416 20 30 0 0 70 100 140 ::° 80 - . 1 20 1 = I— 70 _ I 0 0 I 30 w 60 I m C' m — - I 40 ct w 0, Z 50 - II 50 0 e4 Li. U F- I 4 w40 — - 1 60w U ttZC.) cam. U I ci a30 - - . - 70EL 3co • . 20 — 1 80 10 o - 90 0 10 1 0.1 0.01 0.001 00 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. FT. SAMPLE DESCRIPTION D90, mm D50, mm •-•-•-+-• GB-10 S-9 21.5-23.0 Sand, silty, brown 0.1654 0.0987 a 0-0 B-0 GB-10 S-12 31.5-33.0 Sand, fine, brown w/silt �� 0.1896 0.1225 n GB-11 S-4 8.0-10.0 Clay, silty, reddish brown 0.0667 0.0325 C �� GB-11 S-7 16.5-18.0 Sand, silty, reddish brown 0.0907 I"'''C O rn 1-k Woo N GRAIN SIZE DISTRIBUTION CURVES Job No. 1140193501 GRAVEL SAND SILT OR CLAY Coarse Fine Coarse Medium Fine U.S. STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS 3 2 1 1 4 $5 4 4 6 B "0 1416 20 "0 40 50 70 100 140 200 100 I P i T f T I "T r I • I I T T - - I 0 \ -o 90 \ \ \ \ 10 \ \ 80 \. \ 20 \ I- \ \ c) z 70 N - 30 Cri c) 1.13 60 - I-- - -- -- �' \`k 0° Cs) } \ 40 cc cz co 1id ct 0 z50 . . \ tn 0b � 500 en z40 \ 60w w \ Net o 1 ga. 30 tee\ 70 a et \ s ' o 20 - - \IN ,80 10 _ . _ _ '` 90 b 0 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS BORING SAMPLE DEPTH LEGEND NO. NO. FT. SAMPLE DESCRIPTION D9o, mm D50, mm •-•-•+• GB-11 S-9 21.5-23.0 Sand, silty, reddish brown 0.2437 0.1560 oe-00-0 GB-12 S-6 11.5-13.0 Clay, silty, gray 0.0643 0.0136 ., GB-12 S-7 13.5-15.0 Clay, silty, gray 0.0707 0.0405 0-4,r,-n GB-13 S-6 11.5-13.0 Silty, sandy, reddish brown 0.1448 0.0616 1-k c O rT-1 1-+ m1 GRAIN SIZE DISTRIBUTION CURVES na CALIFORNIA BEARING RATIO (CBR)OF LABORATORY-COMPACTED SOILS ASTM D1883 Project:Max Road Widening Project Job No.: 1140193501 Pearland,Texas Sample Location:Composite Sample Borings GB-1,GB-2,GB-4 and GB-8 through GB-13(2'-6') Sample Description: Gray CLAY(CH) Liquid Limit 50 Plastic Limit 23 Plasticity Index 27 Method of Compaction: ® ASTM D698 0 ASTM D1557 Blows per layer: 10 Sample Condition: ® soaked ❑ unsoaked Dry Density before soaking 82.3 pcf Dry Density after soaking 80.0 pcf Moisture Content: Before compaction 17.5 % After compaction 17.0 % Top 1-in layer after soaking 31.6 % Average after soaking 31.2 % Swell 2.85 % Bearing Ratio 0.19 % ( soaked ❑ unsoaked) Surcharge 10 lbs Geotest Engineering,Inc. FIC 1015 !3a CALIFORNIA BEARING RATIO (CBR) OF LABORATORY-COMPACTED SOILS ASTM D1883 Project: Max Road Widening Project Job No.: 1140193501 Pearland,Texas Sample Location:Composite Sample Borings GB-1,GB-2,GB-4 and GB-8 through GB-13(2'-6') Sample Description: Gray CLAY(CH) Liquid Limit 50 Plastic Limit 23 Plasticity Index 27 Method of Compaction: ® ASTM D698 ❑ ASTM D 1557 Blows per layer: 25 Sample Condition: ® soaked 0 unsoaked Dry Density before soaking 94.1 pcf Dry Density after soaking 91.3 pcf Moisture Content: Before compaction 18.0 % After compaction 18.0 % Top 1-in layer after soaking 25.6 % Average after soaking 25.9 % Swell 3.04 % Bearing Ratio 0.99 % (® soaked 0 unsoaked) Surcharge 10 lbs Geotest Engineering,Inc. FIG 1016 !3b CALIFORNIA BEARING RATIO (CBR) OF LABORATORY-COMPACTED SOILS ASTM D1883 Project: Max Road Widening Project Job No.: 1140193501 Pearland, Texas Sample Location:Composite Sample Borings GB-1,GB-2,GB-4 and GB-8 through GB-13,(2'-6') Sample Description: Gray CLAY(CH) Liquid Limit 50 Plastic Limit 23 Plasticity Index 27 Method of Compaction: ® ASTM D698 ❑ ASTM D1557 Blows per layer: 56 Sample Condition: ® soaked O unsoaked Dry Density before soaking 103.9 pcf Dry Density after soaking 101.2 pcf Moisture Content: Before compaction 17.8 % After compaction 17.7 % Top 1-in layer after soaking 26.1 % Average after soaking 22.3 % Swell 2.66 % Bearing Ratio 1.61 % (® soaked 0 unsoaked) Surcharge 10 lbs Geotest Engineering,Inc. Fi 1017 -23c • Project: Max Road Widening Project Pearland, Texas O Sample Location: Composite Sample Borings GB-1, GB-2, o GB-4, and GB-8 through GB-13 (2'-6') Sample Description: Gray CLAY (CH) 0 z Liquid Limit: 50 Plastic Limit: 23 Plasticity Index: 27 Dry Density (pcf}: 102 3.0 2.5 • 2.0 H z w 56 blows/layer 01 5- CBR =1.5 I FI .i 1.o 25 blows/layer 0.5 1 10 blow /layer o.o 80.0 85.0 90.0 95.0 100.0 105.0 110.0 DRY DENSITYAS MOLDED,PCF DRY DENSITY VERSUS CBR (ASTM D 1883) Geotest Engineering, Inc. 1018 B-23d 15 t i_ 1 I ! i I Total f Effective 1 1- �---�-•--tf _-1- -j-1-1--_1_!. i_! ! 1 , I 1 ..! 1 _I -�'i. C,ksf 0.534_ I 0.174 -;.�?_w�_ ''_ t ( f : 3 1 �. ,._..[i .,- 1 1 i !- ( 4,deg ---- 20.1_ .-__. 26.4 i 1 r-'�'i I f ,-TT ; ! 1 ir'";:"r`i 1-t--; t 11- Tan( ) 0.37 0.50 1 i-•I---i-_-1-1-_J_1-._ i ' �_it i j--1;-i_; �._ 4 I � 1 1. !___1--1_t 1 ' .-t`,---I--_-{--• } f__ -t 1 -i_I . -f I� �r -: _- �-_i___� _ 10 -1 1 1 ! I 1 ! ! -1-, 1--1 , 1 1 ,i'f- 1'-1 f i_r t r-r^1- '("T! 1 }"� ! . i- a I_' i ' 1---� 1 1 ' 1 ' 1 L i Li f _L_.1J_ i I t i J 1_t- vi y.L�. 1_ {- ,�. _-.�-,-.-��_.i_ .--1--", rl i�-i l_ .-4._ 1 i i _T__ m ;1.i 1_-_L ! _I. I - - - 1 1 i- t-- 1_11-n T. 1- I ti-i -i i i1.Ii ; i -1i1ti--1-1---1- ! 1 ij , ii ! 1 f1-C" ! !rt V) • 1 1 i I ..J._ I -.._.i-}-I ' 1 I I id I 11 4 t } 1 I ' ; 1 --l-I I r 1 I I ! i_.L . ,-- CO 5 I II- I I i I i ;,� I 17 I , ! i , i I I 1 I ;T I I I ! ( + j-j. ��1-� ! t I Y -i I �I I i 4 I -_L_i._I t f 3 rl.__,--1- : 1 -! 1_f_-� 1 -1y!._! , ' _ 1 ___1.��-_1-7 "-• T i_ --;--�_. 1 t_ 1 I ii1-' I- - - I-- - 1 i i ! 1_ , I_� I , 1 1 ! 1 r 1 ...10.,� I i ! I -1 t I�� 1 . 1 1 1 Ti I i- i i _1 i ___L 1 ; _ 1 i __ i { i I` 1 ! 1 1 . -__1_'__ t--1- _;_. 1 1 I I I --1 I - i 1 I ��i� # _ T�i- o.-1 i 1 - ! I.I ' - U 1 -1-{-i i 1 1 ! t I i-11 I -I ! i I-+ 1-- ,- -t'i± T 0 5 10 15 20 25 30 Total Normal Stress,ksf Effective Normal Stress,ksf --- • 15 I ! i I I I I !- I i _ -4 i �j`_11 _-1 i - 4-L !_ Sample No. 1 2 3 i t -�- ' l 17 1'i-3 Water Content, 15.4 16.9 17.0 12.5 i 7 I - -1`'-' 1 -T ; ! 1 1 i 1_1 1 • 1. I_ _1 .1_1__; Li, ! Dry Density,pcf 118.1 114.3 113.8 ••- -----i- -- '-j- -I- 1 -, 1 2 »� Saturation, 99`.1 98.6 97.5 .�1_ _--ice_1 I - S Void Ratio 0.4164 0,4588 0.4654 Y 10 f I , { 1�r ! ' Diameter,in. 2.00 1.99 2.00 c - !.l -i- .-L -I T-1_i." }_? Height, in. 4.00 3.98 4.00 d1 �._i _ , I 1_ _ 2 7 5 -1 `1_ I �!--i T.�-1' i t Water Content, 16.1 17.3 17.2 i i L,��-1- 1__L-1_1_I_- 1 i!J_ N Dry Density,pcf 116.9 114.0 114.4 1 1- ' j -�_, - ,-I-1-i-- i F Saturation, 100.0 100.0 100.0 co '>- III-; i 1--1 i ' 1 + 1 i Q Void Ratio 0.4310 0.4626 0.4584 0 5 1 1 1 1 1 I 1 �f- ! i t l Diameter, in. 2.02 2.00 2.01 11 - 1 1 1 i t ! ; 1 __ 7___r L L? ' j _ Height,in. 3.98 3.95 3.95 41-1_.. l_#_J__.L_l. I '= 1 1 .-1.j._.;,_T --1---i { 1 _.1.._1 '�-- Strain rate,in./min. 0.00 0.00 0.00 2.5 11 I i.__ 1-f ! 1 , _1 L.t 1 i .1 I , I 1 1 i )n Li _ Back Pressure, ksf 4.10 3.43 2.45 . t � _ vT11- i:1 r- Cell Pressure, ksf 8.78 12.67 14.40 0 _i I r I i-i -1_, ri -1 �.;- Fail.Stress,ksf 6.49 11.08 13.65 0 5 10 15 20 Excess Pore Pr.,ksf 0.92 2.43 3.80 Axial Strain,% . Ult.Stress, ksf 6.49 11.08 13.65 Excess Pore Pr., ksf 0.92 2.43 3.80 Type of Test: ai Failure,ksf 10.25 17.89 21.80 CU with Pore Pressures as Failure,ksf 3.76 6.81 8.15 Sample Type: Undisturbed Client: Klotz Associates Description: Yellowish Brown and Gray SANDY CLAY(CL) Project: Max Road Widening Project TxDOT CSJ:0912-31-273 LL=36 PL= 16 PI=20 City of Pearland,Texas Assumed Specific Gravity=2.68 Source of Sample: GB-8 Depth: 48'-53' Remarks: ASTM D4767 Method B Sample Number: 18& 19 Moisture per ASTM D2487 and Liquid Limit Proj. No.: 1140193501 Date: 5-15-13 and Plastic Limit per ASTM D4318 TRIAXIAL SHEAR TEST REPORT Initial WatercontentfromTrimmings GEO • TEST ENGINEERING, INC. 1019 B-24 20 1 I j 20 2 i i I I 15 - _ _ - F I I- 1 N I j 3 • 10 --- II-_-- - _ ii m f ��_Hf N c s�«- I ii ` i o_(7)"Y I 1 l 1 L . y � U a.. I N I I t t CO CD0) 0 �� I I d ` r — CD D , Wp_ --—_-1-- _—I�- — 0 ------.--.— -- ' -—- l 1 I . j -5 I I I 1 -5 I 1 0% 8% 16% 0% 8% 16% 20 3 I ' 20 4 • I I I I 1 I 1l I I I 15 I 1 _—.- I 15 — — — - I I h N 10 ---L------_—L—,1 _-_ '3 10 1— 1 -- ! --- en I I N N I I d y I N `I y . a Y I 1 ! o. 6 Y ' o c 5-r r .-___,-__.__ 2 _I__--____i __�. .-__ o0 5__ _ 8Q a) 0 t 1 _.____..______,_.__4 U -_--,_.__-_- 1__ I Lb1 - � i I I I I 1 I 44 -5 i -5 I i f 0% 8% 16% 0% 8% 16% 12 Peak Strength I I I I Total Effective I I i a= 0.505 ksf 0.147 ksf • i— ---I- -.I_-_-_!______i.�,,_� a= 18.1 deg 23.1 deg I tan a= 0.33 0.43 1 I ! I I I I I 1 / I 1 1 s f'I j I .1 11 • I 1 I �� j 1 1 /: II1 I I i I ' 1� 1 1 I 1p- 1 a ; !0 4 8 12 16 20 24 p, ksf Stress Paths: Total Effective--- Client: Klotz Associates -, Project: Max Road Widening Project TxDOT CSJ:0912-31-273 Source of Sample: GB-8 Depth: 48'-53' Sample Number: 18&19 Project No.: 1140193501 GEOTEST ENGINEERING. INC. .. B-24a 6 Total I Effective I t I---.;._�.._1. +-_,J_I i I ' ' I C,ksf 0.317 0.112 _1-__._�1:1 J _ _. _ i -+t-i u-1- I I i 1 -- - I ri-- ; . . _I ! 1_ -_ - 1 4,deg _ 18.1__r.._I 22.0 _ _ f.-i- .__1-1 I I _1 1 t t i ` _ '+l� 71-T iT i 1;l Tan( ) 0.33 1 0.40 I --�• __1 I I I -_I- __ , I ! I i_ 'rt 4 1 I i 11 1 ( `I I T T r--r 1 1 --I 1 _ 1 t I i i`_-1--__-_t i 3 .7 '� �T , 1 . t w , ' , , I '__I , 1 I_1 ; I 1 i i__�__ I , _ , t + t ! t • t i v; ...AH _1__`_ s ._.,-_"`_ _L 1 t _ j�-r ,__ i Imo --- -1 . il I -1-1- I _ I -r-I_-.1 1 , -HT. 1 -I I 1 44-., ;-'_i. i-+ -�'---1-- 1 - �i _. v, 1 1 Il t - 1 I I thH I Li- .! 1 1 ram; i 1 t ° ,J__._ , 1._l_ co I 43) co 2-T� .4- - IT.. ' I i i� i , i .__- 1 , 1 1 I I 1 ip • I ._• 1 1 1 r" .- �N_ - I III -f-r` _.`- -I- I� I - I I ' 1 i 1+- ��rt),-, 1 1 ; - I I 1 11 1 1IT\ I 11 1 -1 I� I 1 ;: 1 H7_ , I L i- -r-_ I l R,- ' - ___H rR-f-�--r o_- 1_, : i__ __ _ 4--- -1. 1-. I - 1 r o I I ,-t- 1 -Tit -1-1-- I I 1 1 t 1 J I I I --I T --'I�-1-• �" 0 2 4 6 8 10 12 Total Normal Stress,ksf Effective Normal Stress,ksf --- 9 _I_ i I I .1_1 1 I I I I I 1--1- Sample No. 1 2 3 7-- T ; 1 1 Water Content, 20.7 21.0 17.0 7•5 I i i i i I_ , 1 i i_ _Jj__ Dry Density,pcf 105.7 104.2 113.8 111 i i i I I I I t-1- -- Saturation, 93.5 91.4 95.3 L _ I t - I I__ >= Void Ratio 0.5980 0.6210 0.4811 Y 6 1 1 L 1 3 Diameter,in. 2.01 2.00 2.00 1 4�k MI , Height,in. 4.01 4.02 4.00 _.L! - rt "1 _ f_`_ Water Content, 23.2 21.7 17.2 v) 4.5 i , 1 I L_ 1 I 1 i , TA Dry Density,pcf 103.8 106.4 115.2 m J. I.T -r-(---�- - 12 Saturation, 100.0 100.0 100.0 > L : l ' I_ __.2 •- Void Ratio 0.6274 0.5871 0.4633 0 3 ` , ' I- j T--f 'T' 1 1 J Q Diameter,in. 2.03 1.99 2.00 - -1 I I-_ A , j i __i_i_ I , 11_!_ 1 1 ,_ I I t_t--i -I-._1 i4 Height,in. 4.00 4.00 3.95 I ' 1 I I r ET __1_�i_ : 1 Strain rate,in./min. 0.01 0.01 0.01 1.5 ' - 1 i - I I _L__ 1 . Back Pressure,ksf 6.19 6.62 6.62 l 1_J_.+�...-�F_- 1-�� 1-- Cell Pressure,ksf 7.56 9.50 12.38 0 f_-`I---ice'--'7 I-__ter_._ Fail.Stress,ksf 2.10 3.47 6.05 o 5 10 15 20 Excess Pore Pr., ksf -0.06 0.28 1.17 Axial Strain,% Ult.Stress,ksf 2.10 3.47 6.05 Excess Pore Pr.,ksf -0.06 0.28 1.17 Type of Test: ai Failure, ksf 3.53 6.07 10.64 , CU with Pore Pressures is, Failure,ksf 1.43 2.60 4.59 Sample Type: Undisturbed Client: Klotz Associates Description: Yellowish brown and gray CLAY (CH) Project: Max Road Widening Project TxDOT CSJ:0912-31-273 LL= 63 PL=24 PI=39 City of Pearland,Texas Assumed Specific Gravity=2:70552 Source of Sample: GB-9-Original Depth: 8'-10' , Remarks: ASTM D4767 Method B Sample Number:4 Moisture per ASTM D2487 and Liquid Limit Proj. No.: 1140193501 Date: and Plastic Limit per ASTM D4318 TRIAXIAL SHEAR TEST REPORT • Initial Water content from Trimmings G E OT E ST ENGINEERING, INC. . 1021 --• B-25 S , I .I I 82 ( • 1 I I i I I I { 6 ____ ____ - ----— -_ ! j___ ...j-- --I - -- i i N N q-__- —.__ N rn 4 _ _ __... _ �� ',- � d N I d w y II Y i a8 - v, (a �_, I w o r-'- w I i III 1 , -2 I 1 -2 I I 0% 8% 16% 0% 8% 16% 8 3 j . i • 1 I 8 4 1 I i I _ i { 1 i I i 1 ITi c-&5 i I 0 .X i m1 � -.f 1 _ CD 1- 1- 1 a. .co / I _ II a. co { 0m 11 i `` 1 � 5 I I Ti1 !` -2 I -2 I ` 0% 8% 16% 0% 8% 16% 6 Peak Strength { I j I Total Effective ; , a= 0.302 ksf 0.083 ksf -- -{- --1--- 1-- I- a= 17.2 deg 21.1 deg I- ---- tan a= 0.31 0.39 I -'f Y ----_-._l__ _e_ _ --- 'ate'' L----- Q 1 i• I , ----1 I 1 0 0 2 4 6 8 10 12 p, ksf Stress Paths: Total Effective--- • Client: Klotz Associates Project: Max Road Widening Project TxDOT CSJ:0912-31-273 Source of Sample: GB-9-Original Depth: 8'-10' Sample Number:4 Project No.: 1140193501 • GEOTEST ENGINEERING ZINC B-25a 1140193501 'TEST REPORT,PINHOLE TESTS, (ASTMD4647-METHODGo ;w�L..o..�eering,Inc. A)AIVDCRUMBTESTS(ASTMD657: PINHOLE TESTS CRUMB TESTS Boring No. GB-8 GB-9 GB-9 Sample No. S-4 S-10 S-3 Depth(ft) 8-10 31.5-33 6.5-8 Gray and Yellowish Brown Grey and Redish Brown Dark Gray Visual Classification CLAY CLAY CLAY Soft to very stiff Stiff Soft Compaction Method N/A(insitu soil) N/A(insitu soil) N/A(insitu soil) Water Content 24 27 20 Unit Dry Weight(pcf) 108 117 Hydraulic Head(in) 40 40 N/A Rate of Flow(ml/sec) 2.83 3.33 N/A Turbidity Completely Clear Completely Clear Completely Clear Length of Test(min) 5 5 N/A Hole Size at End of Test 0.04 in 0.04 in N/A Classification - ND 1 ND 2 ND 1 Note: Pinhole Test- DI,D2=Dispersive clays that fail rapidly under 2-inch head. ND4,ND3=Dispersive clays that erode slowly under 7 or 15-inch head. o ND2,NDI =Nondispersive clay with very slight to no colloidal erosion under 40-inch head. w PINHOLE TEST AND CRUMB TEST MAX ROAD WIDENING PROJECT 40193501 Pinholeand Crumb Tests.xls.xls • FIGURE B-26 Project: Max Road Widening Project,TXDOT CSJ: 0912-31-273 0 Boring No.:GB-8 Depth (ft): 36.5-38 r a Description: Reddish brown and gray Clay e -0.67 z Moisture Content(%):26 , Liquid Limit:74 Specific Gravity :2.74 C�=0.259 C =0.045 Dry Unit Weight(pcf): 101 Plasticity Index:47 P�= 14.3 ksf 0.680 I + I i I1 - 0.640 L 0.600 _ I I ' o a a: 0 0 0.560 l i , 0.520 ! _ 1 0.10 1.00 10.00 100.00 VERTICAL PRESSURE,P,ksf 1 200 _ i 1 i 1 Ii a 160 l i J _ 00: 120 a0 5,.° so I I ill if W I 1 ( 1I1 lli i I1 o 1 '1 ( 1 ' ' I LL 40 4 } ! � � iI I � ! tu l , ► ' j ! i 0 o i ! I I I ! I1f i I 0.01 0.1 1 10 100 • VERTICAL PRESSURE,P,ksf CONSOLIDATION TEST RESULTS Geotest Engineering, Inc. FIGI'1024 '1.7 Project: Max Road Widening Project,TXDOT CSJ:0912-31-273 a Boring No.: GB-9 Depth (ft):48-50 -• 6 Description: Gray&Brown Sandy Clay e =0.34 0 Moisture Content(%): 18 Liquid Limit:44 Specific Gravity:2.65 C6=0.129 z Cr=0.026 Dry Unit Weight (pcf): 118 Plasticity Index:27 P = 13.2 ksf c 0.390 l I 0.375 111111110 0.360 1 i III ----"10 �' 0.345NI�� m 0.330 • o I i . Q0 cr 0.315 i O , I0.300 Inlii 1 0285 • 0.270 I I 0.255 I 0.10 1.00 10.00 100.00 VERTICAL PRESSURE,P,ksf Z. 300 O a J 200 O N' U z 100 II U of I f 1 , I I i it I I , III 0.01 0.1 1 10 100 VERTICAL PRESSURE,P,ksf CONSOLIDATION TEST RESULTS Geotest Engineering, Inc. FIGL'1025 1.8 APPENDIX C Figure WinCore Soil Strength Analysis—Drilled Shaft Design C-1 thru C-13 WinCore Soil Strength Analysis—Piling Design C-14 thru C-26 1026 SOIL STRENGTH ANALYSIS WinCore "9rsion 3.1 County Brazoria County Hole GB-1 District Houston Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 16+02.38 Grnd.Elev. '51.22 ft Offset 2.69'LT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From • To (PSF) (TSF) (T/F)• 1 51.2 31.2 0.21 1800 0.0 0.32 6.30 2 31.2 26.2 0.26 1944 0.0 0.34 8.17 FIGURE C-1 1027 -- - n�u SOIL STRENGTH ANALYSIS ��d eu.rsa WinCore "•Irsion 3.1 County Brazoria County Hole GB-2 District Houston Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 19+94.37 Grnd.Elev. 51.58 ft Offset 62.62'RT GW Elev. WA TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TJF) 1 51.6 41.6 0.24 1800 0.0 0.32 ,, 3.15 2 41.6 38.6 0.25 0 0.0 0.25 3.89 3 38.6 26.6 0.33 0 0.0 0.33 8.00 • • FIGURE C-2 1028 rdf.Enu.5nit:e.k.temnaemunr........,n....;,...,..nmooen, o...,a,.,... urrr....IN r_ A- SOIL STRENGTH ANALYSIS WinCore ►sion 3.1 County Brazorla County Hole GB-3 District Houston Highway Max Road Structure Roadway/Utilities Date 04-18-13 Control 0912-31-273 Station 25+32.42 Grnd.Elev. 52.31 ft Offset ' 12.70'RT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied • Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52.3 51.5 ) 0.00 0 0.0 0.00 0.00 2 51.5 47.3 0.00 2016 0.0 0.35 1.41 3 47.3 40.8 0.13 1080 0.0 0.19 2.64 4 40.8 27.3 0.27 0 0.0 0.27 6.36 • • FIGURE C-3 1029 r•taenunnn;.....A.+ntouni.mm,......•.ri,...4"nt I 1nrilc mane o...,,....,,, i ua;,t.,ri a /- - SOIL STRENGTH ANALYSIS Win?WinCore n 3.1 County Brazoria County Hole GB-4 District Houston ( Highway Max Road Structure Roadway/Utilities Date 04-19-13 Control 0912-31-273 Station 30+42.34 Grnd.Elev. 52.31 ft Offset 33.49'RT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52.3 51.4 0.00 0 0.0 0.00 0.00 2 51.4 47.3 0.00 2448 0.0 0.43 1.71 3 47.3 40.8 0.13 1296 0.0 0.23 3.19 4 40.8 35.8 0.26 0 0.0 0.26 4.50 5 35.8 27.3 0.85 0 0.0 0.85 12.15 FIGURE C-4 1030 r.\nanunnn;.a.,.teninocn,tIfr.,,...,,,n,..;....i.Inn1n04n. Onn.4....... IbO.i,;,.n rI n SOIL STRENGTH /�„ , G H ANALYSIS WinCore ' �rsion 3.1 County Brazorla County Hole GB-5 District Houston Highway Max Road Structure Roadway/Utilities Date 04-19-13 Control 0912-31-273 Station 35+29.63 Grnd.Elev. 52.40 ft Offset 5.57'RT GW Elev. N/A • TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52.4 51.7 0.00 0 0.0 0.00 0.00 2 51.7 40.9 0.16 1512 0.0 0.26 2.78 3 40.9 30.9 0.14 0 0.0 0.14 4.22 4 30.9 27.4 0.50 0 0.0 0.50 6.22 FIGURE C-5 1031 SOIL STRENGTH ANALYSIS WlnCore version 3.1 • County Brazoria County Hole GB-6 District Houston ( Highway Max Road Structure Retaining Wall/Bridge Date 04-19-13 Control 0912-31-273 Station 37+03.65 Grnd.Elev. 52.82 ft I Offset 0.12'RT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52.8 52 0.00 0 0.0 0.00 0.00 2 52 • 47.8 0.00 1368 0.0 0.24 0.96 3 47.8 46.3 0.11 0 0.0 0.11 1.12 4 46.3 42.8 0.00 46 25.4 0.06 1.32 5 42.8 41.3 0.30 0 0.0 0.30 . 1.77 6 41.3 31.3 0.48 0 0.0 0.48 6.54 7 31.3 21.3 0.32 0 0.0 0.32 9.74 8 21.3 17.8 0.16 0 0.0 0.16 10.37 • • • • • • • • - FIGURE C-6 1032 C:\MOHAMiohs140193501\Wincore DRsinn\1140193501 Retaininn WaII lRririnP.CL.G A- SOIL STRENGTH ANALYSIS WinCore "�rslon 3.1 County Brazoria County Hole GB-7 District Houston Highway Max Road Structure Retaining Wall/Bridge Date 04-18-13 Control 0912-31-273 Station 37+17.78 Gmd.Elev. 52.96 ft Offset 47.62'LT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 53 50 . 0.00 0 0.0 0.00 0.00 2 50 43 0.19 1332 0.0 0.23 1.63 3 43 19 0.34 0 0.0 0.34 9.70 4 19 18 0.28 0 0.0 0.28 10.12 • • • • • FIGURE C-7 1033 rt•v,nnHnnn;nnetnm oasnnw;nnn«noe;nn 11.n1ount anroan;nn w.0 Fndnn l9! `t a z...7 till w to P .j N s 0 Z N .-1N +-CD0) 40)O1.WN-► O p1 C - 3 SD o NN-►CT1 I CnOCn• NNW p p�Cn :I:P P��j�WODW I�Oo-► G one u m o 1 q Oro NO�OW �NNW P to' `� y11. J �W —1 • 8 D a W 0 y S. -n -I co-4 0 O O O O O O O O O O O O • 0 00 A00011C1101N)01-+O-•0 •2- Cl)V 0)00C�)WCa)O)V .1. CO GJ0 G C V) 3 3 .► li O y N = .. o I* M = o m OOWON-►OOOWOO '0 �' —I o w Z 0 CO.1s. N /1 N �1 a C) a) v A O semi wCD03v = co OOOONCO000000 co a y all W 69 000000000000 S w Z (0 — I- 0 0 0 0 0 0 0 0 0 0 0 0 0 -. a 2 Cl)aD:P(nCnEacoivCn�CnLib N 2 "1 a V/ VOV W V W PO ,3 C: C n 3 v = ° v ri 0 * m r► Dr -k m a '° so co m 2 T O N .s ni n 2. GJNNPO""-..03-+-'OO �-. C o Z -I.as a 0 m NCOO)%CO.4.O�IcOjN.Pp 0 3 V a o ff.) c ~ VNCfl-+0DO)O.P-•COCOO o� m --.1 CO 0)CO CO 0 CJ1 �" a Co 3 Jak a 1 A- SOIL STRENGTH ANALYSIS �r P'/./i nan W inCore version 3.1 County Brazoria County Hole GB-9 District Houston Highway Max Road Structure Bridge Date 04-24-13 Control 0912-31.273 Station 40+17.00 Grnd.Elev. 52.02 ft - Offset 58.46'LT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied 'Strata Elev. TCP Unit TAT - TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52 47 0.00 2592 0.0 0.45 2.27 2 47 42 0.18 0 0.0 0.18 3.18 3 42 40 0.18 504 0.0 0.09 3.35 4 40 22 0.39 2664 0.0 0.47 11.75 5 ' 22 20 0.46 0 0.0 0.46 12.67 6 20 17 0.00 648 0.0 0.11 13.01 7 17 7 0.40 802 13.0 0.23 15.26 8 7 -4.5 0.43 2088 0.0 0.37 19.46 9 -4.5 -14.5 0.85 0 0.0 0.85 27.96 10 -14.5 -19.5 0.77 0 0.0 0.77 31.81 11 -19.5 -21 0.00 1656 0.0 0.29 32.25 12 -21 -24.5 0.69 0 0.0 0.69 34.67 13 -24.5 -28 0.88 0 0.0 0.88 38.19 i • FIGURE C-9 1035 CAMMAN'inbd4010:1C Winr•.nro floainn11140193F01 Rririnn CI n A- SOIL STRENG TH GTH ANALYSIS WinCore "ctrsion 3.1 County Brazoria County Hole GB-10 District Houston Highway Max Road Structure Retaining Wall/Bridge Date 04-22-13 Control 0912-31-273 Station 41+69.49 Grnd.Elev. 52.76 ft Offset 0.24'LT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) • 1 52.8 51.3 0.00 0 0.0 0.00 0.00 2 51.3 44.8 0.24 1872 0.0 0.33 2.13 3 44.8 37.8 0.12 576 0.0 0.10 2.84 4 37.8 22.8 0.29 0 0.0 0.29 7.17 5 22.8 19.8 0.85 0 0.0 0.85 9.72 6 19.8 17.8 0.66 0 0.0 0.66 11.36 • / FIGURc r_1n 1036 rwrikann nh+emogsmmmr,.,,,,,.o noi,.mi 1nn,ogcni nu,A=,,.n.,vo 11 RArinc N n --* SOIL STRENGTH ANALYSIS W inCore version 3.1 County Brazoria County Hole GB-11 District Houston 1 Highway Max Road Structure Retaining Wall/Bridge Date 04-26-13 Control 0912-31-273 Station 41+87.07 Grnd.Elev. 51.10 ft ; Offset 57.01'LT GW Elev. N/A • TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (TIF) 1 51.1 46.1 0.00 4248 0.0 0.74 3.72 2 46.1 44.6 0.22 0 0.0 0.22 4.05 3 44.6 33.1 0.25 792 0.0 0.14 5.65 4 33.1 21.1 0.50 0' 0.0 0.50 11.63 5 21.1 16.1 • 0.44 3600 0.0 0.63 15.10 • • • FIGURE r-1 1 1037 (:1M(IHAniinhsVf11A3Sf111Winrnro nos inn1114f11p'3Ff11 Rataininn Wail Rrirtno(:i P. SOIL STRENGTH ANALYSIS WinCore "arsfon 3.1 County Brazoria,County Hole GB-12 District Houston Highway Max Road Structure Roadway/Utilities Date 04-22-13 Control 0912-31-273 Station 46+43.53 Grnd.Elev. 52.72 ft Offset 13.86'LT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied • Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52.7 51.6 0.00 0 • 0.0 0.00 0.00 2 51.6 48.7 0.00 1728 0.0 0.30 0.91 3 48.7 46.7 0.13 0 0.0 0.13 1.16 4 46.7 36.2 0.27 2232 0.0 0.39 5.26 5 36.2 27.7 0.27 2376 0.0 0.42 9.00 i FIGURE C-12 1038 r^nnAnuA ;,.r..aen+nv mi%n.......,.n....:...,,,I nnl neanj o...,a..,...• I ea:.:..IN n -A- SOIL STRENGTH ANALYSIS WinCore version 3.1 County Brazoria County Hole GB-13 District Houston ( Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station . 52+21.53 Grnd.Elev. 52.94 ft Offset 13.68'LT GW Elev. N/A TAT Values Preferentially Used Soil reduction factor of 0.7 applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52.9 51.9 0.00 0 0.0 0.00 0.00 2 51.9 41.4 0.25 1224 0.0 0.21 2.25 3 41.4 34.9 0.18 0 0.0 0.18 3.44 4 34.9 31.4 0.25 0 0.0 0.25 4.30 5 31.4 27.9 0.32 2664 0.0 0.47 6.17 FIGURE C-13 1039 SOIL STRENGTH ANALYSIS • WinCore "prsion 3.1 ( County Brazoria County Hole GB-1 District Houston „ Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 16+02.38 Grnd.Elev. 51.22 ft Offset 2.69'LT GW Elev. NIA TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 51.2 31.2 0.29 1800 0.0 0.45 9.00 2 31.2 26.2 0.37 1944 0.0 0.49 11.67 • • FIGURE C-14 1040 r ionuennv.,tirtnn1avznninr........n Iletviewsl 1, ,oncni o.,.....,.,., u.a:.:.,..rr.r_ -- SOIL STRENGTH ANALYSIS j�,. L q WinCore `version 3.1 County Brazoria County Hole GB-2 District Houston ( Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 0912-31-273 Station 19+94.37 Grnd.Elev. 51.58 ft Offset 62.62'RT GW Elev. NIA TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 51.6 41.6 0.34 1800 0.0 0.45 4.50 2 41.6 38.6 0.35 0 0.0 .0.35 5.55 3 38.6 26.6 0.47 0 0.0 0.47 11.44 , FIGURE C-15 1041 rvnnNehltinheen+ea n1t11Vini ..o ne.k,n'i lemoum Pn,.a,.,n„ I1i761ioe ri r. A- SOIL STRENGTH ANALYSIS NfM.we'm , WinCore "ftrsion 3.1 County Brazoria County Hole GB-3 District Houston Highway Max Road Structure Roadway/Utilities Date 04-18-13 Control 0912-31-273 Station 25+32.42 Grnd.Elev. 52.31 ft Offset 12.70'RT GW Elev. N/A ti TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied • Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52.3 51.5 0.00 0 0.0 0.00 0.00 2 51.5 47.3 0.00 2016 0.0 0.50 2.02 3 47.3 40.8 0.19 1080 0.0 0.27 3.77 4 40.8 27.3 0.38 0 0.0 0.38 9.08 • • FIGURE C-16 1042 nAAnnunnn:.amnmaacmaAr,.,,...o a,nmoum c.,.,a,,,,,, nri:ro<,r,n SOIL STRENGTH ANALYSIS WinCore County Brazoria County Hole GB-4 District Houston "prsion 3.1 ( Highway Max Road Structure Roadway/Utilities Date 04-19-13 Control 0912-31-273 Station 30+42.34 Grnd.Elev. 52.31 ft Offset 33.49'RT GW Elev. N/A TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52.3 51.4 0.00 0 0.0 0.00 0.00 2 51.4 47.3 0.00 2448 0.0 0.61 2.45 3 47.3 40.8 0.19 1296 0.0 0.32 4.55 4 40.8 35.8 0.38 0 0.0 0.38 6.43 5 35.8 27.3 0.85 0 0.0 0.85 14.08 • • FIGURE C-17 1043 r torNAwnhoaniclAFMIwin,nro 1leeinnN 14MLYagni Pnartwaa 1 ucrn«ri r. -�-- • SOIL STRENGTH ANALYSIS WinCore "ersion 3.1 County Brazoria County Hole GB-5 District Houston Highway Max Road Structure Roadway/Utilities Date 04-19-13 Control 0912-31-273 Station 35+29.63 Grnd.Elev. 52.40 ft Offset 5.57'RT GW Elev. N/A TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52.4 51.7 0.00 0 0.0 - 0.00 0.00 2 51.7 40.9 0.23 1512 0.0 0.38 3.97 3 40.9 30.9 0.21 0 0.0 0.21 6.03 4 30.9 27.4 0.71 0 0.0 0.71 8.88 • FIGURE C-18 1044 r•1nnA14GnhinhAAMa0gnl,mrnrn•c ncefnnn1entaggn7 an,.h,.,,.,I IIiI I ce rI n ---A- SOIL STRENGTH ANALYSIS • ,r. WinCore "�rsion 3.1 County Brazoria County Hole GB-6 District Houston Highway Max Road Structure Retaining Wall/Bridge Date 04-19-13 Control 0912-31-273 Station 37+03.65 Grnd.Elev. 52.82 ft Offset 0.12'RT GW Elev. N/A TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi- TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52.8 52 0.00 0 , 0.0 0.00 0.00 2 52 47.8 0.00 1368 0.0 0.34 1.37 3 47.8 46.3 0.15 0 0.0 0.15 1.59 4 46.3 42.8 0.00 46 25.4 0.08 1.88 5 42.8 41.3 0.43 0 0.0 0.43 2.53 6 41.3 31.3 0.68 0 0.0 0.68 9.35 7 31.3 21.3 0.46 0 0.0 0.46 13.91 8 21.3 17.8 0.23 0 0.0 0.23 1.4.81 • • FICI IRF r-1.9 1045 CALIOHAMiinhs4n193501VWincnrR r)nsinnt11401935n1 RRtnininn Watt RridnR.CI C, /tea SOIL STRENGTH ANALYSIS WinCore "ersion 3.1 County Brazoria County Hole GB-7 District Houston ( Highway Max Road Structure Retaining Wall/Bridge Date 0418-13 Control 0912-31-273 Station 374-17.78 Grnd.Elev. 52.96 ft Offset 47.62'LT GW Elev. WA TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 53 50 0.00 0 0.0 0.00 0.00 2 50 43 0.27 1332 0.0 0.33 2.33 3 43 19 0.48 0 .0.0 0.48 13.85 4 19 18 0.40 0 0.0 0.40 14.45 • FIGU 1046� . CAMOHAMinhn\ AeiSOltWinnnrn IlF.cinn 11AO1M5f11 Rctnininn Wnll Rrillnn CI(, ,/' SOIL STRENGTH ANALYSIS W inCore wersion 3.1 County Brazoria County Hole GB-8 District Houston Highway Max Road Structure Bridge Date 04-25-13 Control 0912-31-273 Station s 39+23.73 Grnd.Elev. 51.06 ft Offset 43.61'RT GW Elev. N/A TAT Values Preferentially Used Skin Friction Umit=1.25 tsf No soil reduction factor applied Strata . Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 51.1 48.1 , 0.00 0 0.0 0.00 0.00 2 48.1 44.6 0.20 0 0.0 0.20 0.70 3 44.6 43.1 0.00 3024 0.0 0.76 1.83 4 43.1 38.1 0.18 0 0.0 0.18 2.73 5 38.1 26.1 0.81 0 0.0 0.81 12.48 6 26.1 21.1 0.38 0 0.0 0.38 14.36 7 21.1 6.1 0.75 1648 9.3 0.43 20.86 8 6.1 -5.4 0.76 2053 2.8 0.53 26.97 9 -5.4 -15.4 0.75 0 0.0 0.75 34.47 10 -15.4 -20.4 1.25 3240 0.0 0.81 38.52 11 -20.4 -25.4 0.66 0 0.0 0.66 41.83 12 -25.4 -28.9 0.87 , 0 0.0 0.87 45.32 • • FIGUR10471 • C:1MOHAMiobsl40193501Wincore Desion11140193501 Bridoe.CLG SOIL STRENGTH ANALYSIS WinCore County Brazoria County Hole GB-9 District Houston version 3.1 r' Highway Max Road Structure Bridge Date 04-24-13 Control 0912-31-273 Station 40+17.00 Grnd.Elev. 52.02 ft Offset 58.46'LT GW Elev. N/A • . • TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52 47 0.00 2592 0.0 ' 0.65 3.24 2 47 42 0.26 0 0.0 0.26 4.54 3 42 40 0.25 504 0.0 0.13 4.79 4 40 22 0.55 2664 0.0 0.67 16.78 5 22 20 ' 0.66 0 0.0 0.66 18.10 6 20 17 0.00 648 0.0 0.16 18.59 7 17 7 0.57 802 13.0 0.32 21.80 ' 8 7 -4.5 0.62 2088 0.0 0.52 27.80 9 -4.5 -14.5 0.85 0 0.0 0.85 36.30 10 -14.5 -19.5 1.10 0 0.0 1.10 41.80 11 -19.5 -21 0.00 1656 0.0 0.41 42.42 12 -21 -24.5 0.99 0 0.0 0.99 45.88 13 -24.5 -28 0.88 0 0.0 0.88 49.41 • FIGURE C-2 C:\MOHAN\iobs14 01 9 3 5 011Wincore Oesion\1140193501 Bridae.CLG SOIL STRENGTH ANALYSIS WinCore "ersion 3.1 County Brazoria County Hole GB-10 District Houston Highway Max Road Structure Retaining Wall/Bridge Date 04-22-13 Control 0912-31-273 Station 41+69.49 Grnd.Elev. 52.76 ft Offset 0.24'LT GW Elev. N/A TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied • Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) • Friction Cohesion Degrees Friction Friction From To (PSF) (TSF). , (T/F) 1 52.8 51.3 0.00 0 0.0 0.00 0.00 2 51.3 44.8 0.34 1872 0.0 0.47 3.04 3 44.8 37.8 0.17 576 0.0 0.14 4.05 .• 4 ' 37.8 22.8 0.41 0 0.0 0.41 10.24 5 22.8 19.8 0.85 0 0.0 0.85 12.79 6 19.8 17.8 0.94 0 0.0 0.94 15.14 • • • • • • FIGUR 04 19 • C'\Mf -IANVnhcl4tl1 RaR01iWincnro flacinnl114010AR01 Rataininn WAII Rridna CI( '� SOIL STRENGTH ANALYSIS /�- Nam. W County ° Brazoria CountyHole GB-11 District Houston 'version 3.1 ( Highway Max Road Structure Retaining Wall/Bridge Date 04-26-13 Control 0912-31-273 Station 41+87.07 Grnd.Elev. 51.10 ft Offset 57.01'LT GW Elev. N/A TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied 1 Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 51.1 46.1 0.00 4248 0.0 1.06 5.31 2 46.1 44.6 0.32 0 0.0 0.32 5.79 3 44.6 33.1 0.36 792 0.0 0.20 8.07 4 33.1 21.1 0.71 0 0.0 , 0.71 16.62 5 21.1 16.1 0.63 3600 0.0 0.90. 21.57 FIGURE C-24 1050 rAmni-tanni.,wanaaagmminrr.a rh..ionNiIAmClg5n1 ao,aininn mean a4an.el n SOIL STRENGTH ANALYSIS WinCore "ersion 3.7 County Brazofia County Hole GB-12 District Houston Highway Max Road Structure Roadway/Utilities Date 04-22-13 Control 0912-31-273 Station 46+43.53 Grnd.Elev. 52.72 ft Offset 13.86'LT GW Elev. N/A • TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied Strata Elev. TCP Unit TAT TAT Phi TAT Unit Accumulative No. (Feet) Friction Cohesion Degrees Friction Friction From To (PSF) (TSF) (T/F) 1 52.7 51.6 0.00 0 0.0 0.00 0.00 2 51.6 48.7 0.00 1728 0.0 0.43 1.30 3 48.7 46.7 0.18 0 0.0 0.18 1.66 4 46.7 36.2 0.39 2232 0.0 0.56 7.51 5 36.2 27.7 0.38 2376 0.0 0.59 12.86 FIGURE C-25 1051 C•lMf1NAFliinhe1rl01Q3FM1Winnnra f)eainn\114014Z501 Rnnrivsaw l mrriae ri t SOIL STRENGTH ANALYSIS WinCore County Brazoria County Hole GB-13 District Houston "Qrsion 3.1 Highway Max Road Structure Roadway/Utilities Date 04-23-13 Control 091241-273 Station 52+21.53 Grnd.Elev. 52.94 ft Offset 13.68'LT GW Elev. N/A TAT Values Preferentially Used Skin Friction Limit=1.25 tsf No soil reduction factor applied • Strata Elev. TCP Unit TAT , TAT Phi TAT Unit Accumulative • No. (Feet) Friction Cohesion Degrees Friction Friction From To • (PSF) (TSF) (T/F) 1 52.9 51.9 0.00 0 0.0 0.00 0.00 2 51.9 41.4 0.35_ 1224 0.0 0.31 3.21 3 41.4 34.9 0.26 0 0.0 0.26 4.92 4 34.9 31.4 0.35 0 0.0 0.35 6.14 5 31.4 27.9 0.46 2664 0.0 0.67 8.81 • • • FIGURE C-26 • 1052 • r•unnuanninhe1nmoaannunnnn..Ilaefnn,11AMOQCni PnaNa.a.. II ItL.rIr