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R2023-095 2023-05-08
RESOLUTION NO. R2023-95 A Resolution of the City Council of the City of Pearland, Texas, awarding a construction services contract for the Bailey Road Expansion Project (Veterans Drive to SH 35) to R Construction Civil, LLC., in the amount of $13,559,439.11. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section 1. That competitive bids were obtained for the Bailey Road Expansion Project. Section 2. That the City Council hereby awards a contract to R Construction Civil, LLC., in the amount of $13,559,439.11. Section 3. The City Manager or his designee is hereby authorized to execute a construction services contract for the Bailey Road Expansion Project. PASSED, APPROVED and ADOPTED this the 8th day of May, A.D., 2023. ________________________________ J.KEVIN COLE MAYOR ATTEST: ________________________________ FRANCES AGUILAR, TRMC, MMC CITY SECRETARY APPROVED AS TO FORM: ________________________________ DARRIN M. COKER CITY ATTORNEY DocuSign Envelope ID: 6F704F1B-E404-40D7-BE92-58353B87BDF9 Project Manual for: Bailey Road Expansion Veterans Dr to SH-35 Pt 44P !92 V PEARJLAJD EE X A s ! FST, 9 COP Project No.: TR1904 Bid No.: 1122-34 February 2023 Prepared By. FREESE NICHOLS Freese and Nichols, Inc 11200 Broadway Street Suite 2320 Pearland, TX 77584 Phone 832-456-4700 Fax 832-456-4701 TBPE Firm Registration No 2144 Project Manual for: Bailey Road Expansion Veterans Dr to SH-35 JAMES FERGUSON j 12167 • • sE ,11�/""" `01/30/2023 FREESE AND NICHOLS,INC. TEXAS REGISTERED ENGINEERING FIRM F-2144 COP Proj ect No. : TR1904 Bid No. : 1122-34 February 2023 Prepared By. FREESE NICHOLS Freese and Nichols, Inc 11200 Broadway Street Suite 2320 Pearland, TX 77584 Phone 832-456-4700 Fax. 832-456-4701 TBPE Firm Registration No 2144 PRL 19-637 CITY OF PEARLAND TABLE OF CONTENTS Document 00010-T TABLE OF CONTENTS Doc.No. Document Title Page No. Volume 1 of 1 INTRODUCTORY INFORMATION 00010-T Table of Contents 1-4 00015 List of Drawings .5-8 BIDDING REQUIREMENTS 00100 Invitation to Bid. 9-11 00200 Instructions to Bidders 12-19 00300 Bid Proposal. 20-27 CONTRACTING REQUIREMENTS AGREEMENT 00500 Standard Form of Agreement. .28-34 00500A Standard Form of Agreement Appendix A. Title VI Nondiscrimination Assurances 35-36 00500B Standard Form of Agreement Appendix B House Bill 89 Verification. .37 BONDS AND CERTIFICATES 00610 Performance Bond. 38-39 00611 Payment Bond. 40-41 00612 One-Year Maintenance Bond. 42-43 00615 Partial Waiver of Lien. 44 GENERAL CONDITIONS 00700 General Conditions of Agreement. 45-85 Attachment No 1 —Worker's Compensation Insurance Coverage 86-88 Attachment No. 2—Agreement for Final Payment and Contractor's Sworn Release 89-92 Attachment No. 3—Owner's Insurance Requirements of Contractor 93-102 SUPPLEMENTARY CONDITIONS 00800 Special Conditions of Agreement. 103-104 CITY OF PEARLAND SPECIFICATIONS Standard City of Pearland specifications not attached herein can be found here https.//www.pearlandtx.gov/departments/engineering-and-capitalprojects/engineennb d 00010-T Page 1 of 4 CITY OF PEARLAND TABLE OF CONTENTS ivision/standard-construction-documents and are incorporated into this Invitation to Bid by reference as if copied verbatim. DIVISION 1 GENERAL REQUIREMENTS 01100 Summary of Work. 105-305 01140 Contractor's Use of the Premises 01200 Measurement and Payment Procedures 01290 Change Order Procedures 01310 Coordination and Meetings 01350 Submittals 01380 Construction Photographs 01420 Referenced Standards 01430 Contractor's Quality Control 01440 Observation Services 01450 Testing Laboratory.Services 01500 Temporary Facilities and Controls 01505 Mobilization 01550 Stabilized Construction Exits 01554 Street Signs 01555 Traffic Control and Regulation 01560 Filter Fabric Fence 01561 Reinforced Filter Fabric Fence Barrier 01562 Waste Material Disposal 01563 Tree and Plant Protection 01564 Control of Ground Water and Surface Water 01565 TPDES Requirements 01566 Source Controls for Erosion and Sedimentation 01570 Trench Safety System 01580 Project Identification Signs 01600 Materials and Equipment 01630 Product Options and Substitutions 01720 Field Surveying 01750 Starting Systems 01760 Project Record Documents 01770 Contract Closeout DIVISION 2. SITE WORK 02200 Site Preparation. 306-640 02220- Site Demolition 02252 Cement Stabilized Sand 02255 Bedding,Backfill,and Embankment Materials 02316 Excavation and Backfill for Roadways 02317 Excavation and Backfill for Structures 02318 Excavation and Backfill for Utilities 02330 Embankment 02335 Subgrade 02417 Augering Pipe or Casing for Water Lines 00010-T Page 2 of 4 2 CITY OF PEARLAND TABLE OF CONTENTS 02510 Water Mains 02514 Fire Hydrant Assembly 02515 Water Tap and Service Line Installation 02520 Valve Boxes,Meter Boxes,and Meter Vaults 02534 PVC Pipe 02540 Tapping Sleeves and Valves 02541 Water and Wastewater Line Valves 02542 Concrete Manholes and Accessories 02582 Thermoplastic Pavement Markings 02603 Frames,Grates,Rings,and Covers 02624 Structural Plate Culvert Structures 02628 Jacking Pipe or Box 02629 Safety End Treatments 02630 Storm Sewers 02631 Precast Inlets,Headwalls, and Wingwalls 02632 Cast-in-Place Inlets,Headwalls, and Wingwalls 02633 Adjusting Manholes,Inlets,and Valve Boxes 02710 Base Course for Pavement 02741 Asphaltic Concrete Pavement 02751 Concrete Pavement 02762 Temporary and Removable Reflectorized Pavement Marking 02770 Curb,Curb & Gutter,and Headers 02771 Concrete Sidewalks 02775 Concrete Driveways 02811 Landscape Irrigation 02821 Chain Link Fences and Gates 02910 Topsoil 02921 Hydromulch Seeding 02922 Sodding 02931 Landscape and Tree Planting 02981 Blast Cleaning of Pavement 02985 Fiber Optics DIVISION 3 CONCRETE 03300 Cast-In-Place Concrete 641-702 03310 Structural Concrete TEXAS DEPARTMENT OF TRANSPORTATION SPECIFICATIONS Standard TxDOT specifications not attached herein can be found here. https.//www.txdot.gov/business/resources/txdot-specifications.html and are incorporated into this Invitation to Bid by reference as if copied verbatim. TxDOT SPECIFICATIONS 400 Excavation and Backfill for Structures 703-800 416 Drilled Shaft Foundations 420 Concrete Substructures 00010-T Page 3 of 4 3 CITY OF PEARLAND TABLE OF CONTENTS 422 Concrete Superstructures 425 Precast Prestressed Concrete Structural Members 432 Riprap 442 Metal for Structures 450 Railing 454 Bridge Expansion Joints 506 Temporary Erosion,Sedimentation,and Environmental Controls 528 Colored Textured Concrete and Landscape Pavers 540 Metal Beam Guard Fence 544 Guardrail End Treatments 618 Conduit 672 Raised Pavement jVlarkers 677 Eliminating Existing Pavement Markings and Markers 3021 Concrete Pavement Wide Flange Terminals 6012 Dead End Roadway Barricade 2 APPENDICES A. Geotechnical Evaluation—Bailey Road Lanes 3&4 Veterans Drive to State Highway 35 (Project No700992001). .801-882 B BNSF Overpass Agreement and Exhibits 883-949 I 00010-T Page 4 of 4 4 CITY OF PEARLAND LIST OF DRAWINGS Document 00015 LIST OF DRAWINGS SHEET NO DRAWING TITLE GENERAL 1 COVER SHEET 2 DRAWING INDEX 3-4 PROJECT LAYOUT 5-8 TYPICAL SECTIONS 9-10 SUMMARY OF QUANTITIES 11 SUMMARY OF SMALL SIGNS TRAFFIC CONTROL 12-13 TRAFFIC CONTROL GENERAL NOTES AND CONSTRUCTION SEQUENCE 14 TRAFFIC CONTROL ADVANCED WARNING SIGN LAYOUT 15-16 TRAFFIC CONTROL TYPICAL SECTIONS 17 TRAFFIC CONTROL PLAN PHASE 1 DETOUR WELLS DRIVE 18-23 TRAFFIC CONTROL PLAN PHASE 1 24-25 TRAFFIC CONTROL PLAN PHASE 2 26-32 TRAFFIC CONTROL PLAN PHASE 3 STEP 1 33 TRAFFIC CONTROL PLAN PHASE 3 STEP 2 DETOUR WELLS DRIVE 34-37 TRAFFIC CONTROL PLAN PHASE 3 STEP 2 38-39 TRAFFIC CONTROL PLAN PHASE 3 STEP 3 ROADWAY 40-46 REMOVAL PLAN 47-48 HORIZONTAL ALIGNMENT DATA 49-50 HORIZONTAL AND VERTICAL CONTROL SHEETS 51-67 BAILEY ROAD PLAN&PROFILE 68 WELLS DRIVE PLAN&PROFILE 69 WELLS DRIVE INTERSECTION LAYOUT 70-71 COWART CREEK RE-GRADING 72 ROADWAY POINT DATA 73-76 MISCELLANEOUS ROADWAY DETAILS 77-81 DRAINAGE DETAILS _ DRAINAGE 82-83 OVERALL DRAINAGE AREA MAP 84-85 DRAINAGE AREA MAP HYDRAULIC COMPUTATIONS 86 SYSTEM "A" HYDRAULIC COMPUTATIONS 87-88 SYSTEM "B" HYDRAULIC COMPUTATIONS 89 SYSTEM "C"HYDRAULIC COMPUTATIONS BRIDGE 90-91 BRIDGE LAYOUT 92-93 FOUNDATION PLAN 94 TRANSVERSE SECTIONS 00015 - 1 5 CITY OF PEARLAND LIST OF DRAWINGS SHEET NO. DRAWING TITLE 95 ESTIMATED QUANTITIES 96 ABUTMENT 1 & 10 PLAN 97 ABUTMENT DETAILS 98 BENTS 2-4, 7,8 &9 99 BENTS 5 &6 100 BENT ESTIMATED QUANTITIES 101 FRAMING PLAN SPANS 1-4 102 FRAMING PLAN SPANS 5-9 103 BENT REPORTS 104 SLAB DETAILS SPANS 1-4 105 SLAB DETAILS SPANS 5 106 SLAB DETAILS SPANS 6-9 107-110 CRASH WALL DETAILS 111 8 FT CHAIN LINK FENCE FOR RAILROAD OVERPASS (CLF-RO)(MOD) 112 HSS RAIL DETAIL 113 PRESTRESSED CONCRETE I-GIRDER DESIGN(IGND) SIGNING AND PAVEMENT MARKINGS 114-120 SIGNING AND PAVEMENT MARKING LAYOUTS WATER LINE 121-123 WATER LINE PLAN AND PROFILE 124-125 WATER DETAILS ILLUMINATION 126-132 ILLUMINATION CONDUIT LAYOUTS LANDSCAPE 133-139 PLANTING PLAN 140 PLANTING DETAILS IRRIGATION 141-147 IRRIGATION PLAN 148 IRRIGATION DETAILS SW3P 149-152 STORM WATER POLLUTION PREVENTION PLAN 153-154 STORM WATER POLLUTION PREVENTION PLAN STANDARD DETAILS EXISTING UTILITIES 155-171 EXISTING UTILITY LAYOUTS TRAFFIC CONTROL STANDARDS 172-183 BARRICADE AND CONSTRUCTION GENERAL NOTES AND REQUIREMENTS STANDARDS BC(1)-14 THRU BC(12)'14 184 CONSTRUCTION SEQUENCE FOR MISCELLANEOUS DRIVES CSMD TC 8010-20(HOU DIST) 185 DRIVEWAY SIGNING DS TC 8020-04(HOU DIST) 186 TRAFFIC CONTROL PLAN TRAFFIC SHIFTS ON TWO-LANE ROADS TCP(2-3)-18 187 TRAFFIC CONTROL PLAN LANE CLOSURES ON MULTILANE CONVENTIONAL ROADS TCP(2-4)-18 00015 -2 6 CITY OF PEARLAND LIST OF DRAWINGS SHEET NO DRAWING TITLE 188 TRAFFIC CONTROL PLAN LONG TERM LANE CLOSURES MULTILANE CONVENTIONAL RDS TCP(2-5)-18 189 WORK ZONE "GIVE US A BRAKE" SIGNS WZ(BRK)-13 190 TRAFFIC SIGNAL WORK TYPICAL DETAILS WZ(BTS-1)-13 191 TRAFFIC SIGNAL WORK BARRICADES AND SIGNS WZ(BTS-2)-13 192 WORK ZONE SHORT TERM PAVEMENT MARKINGS WZ(STPM)-13 193 TRAFFIC CONTROL PLAN TYPICAL DETAILS WZ(TD)-17 ROADWAY STANDARDS 194 BRIDGE END DETAILS BED(28)-19 195 METAL BEAM GUARD FENCE GF(31)-19 196 METAL BEAM GUARD FENCE(DOWNSTREAM ANCHOR TERMINAL)GF(31)DAT-19 197-198 METAL BEAM GUARD FENCE THRIE-BEAM TRANSITION GF(31)TRTL3-19 199 MOW STRIP MS (HOU DIST) 200 ROADWAY ILLUMINATION DETAILS.(RDWY ILLUM FOUNDATIONS)RID(2)-2C 201 ROADWAY ILLUMINATION DETAILS(RDWY ILLUM FOUNDATIONS)RID(3)-2C 202 RETROFIT STANDARD SKT 31" WOOD POST SYSTEM TO MASH MSKT SGT(14W)31-18 DRAINAGE STANDARDS 203 CURB INLET TYPE C(WITH OR WITHOUT EXTENSION)HIL-C(HOU DIST) 204 CURB INLET TYPE CI(WITH OR WITHOUT EXTENSION)HIL-CI (HOU DIST) 205 GUTTER DEPRESSION DETAILS FOR CURB INLETS GD (HOUS DIST) 206 MISCELLLANEOUS SEWER DETAILS MSD (HOU DIST) 207 SINGLE BOX CULVERTS PRECAST 8'-0" SPAN SCP-8 208 BOX CULVERTS PRECAST MISCELLANEOUS DETAILS SCP-MD 209 PRECAST BASE PB 210 DESIGN DATA FOR PRECAST BASE AND JUNCTION BOX PDD 211 CONCRETE WINGWALLS WITH PARALLEL WINGS FOR BOX CULVERTS TYPES PW-1 AND PW-2 212 BOX CULVERT SUPPLEMENT WINGS AND END TREATMENTS 213-214 EXCAVATION AND BACKFILL DIAGRAMS E&BD(HOU DIST)(MOD) 215 PIPE AND BOX GROUTED CONNECTIONS FOR PRECAST STRUCTURES 216-218 BRAZORIA DRAINAGE DISTRICT NO 4 STANDARD DETAILS BRIDGE STANDARDS 219 BRIDGE SIDEWALK EXPANSION(BS-EJCP) 220-221 CEMENT STABILIZED ABUTMENT BACKFIILL(CSAB) 222 8 FT CHAIN LINK FENCE FOR RAILROAD OVERPASS (CLF-RO) 223 CONCRETE RIPRAP (CRR) 224-225 COMMON FOUNDATION DETAILS (FD) 226-227 PRESTRESSED CONCRETE I-GIRDER DETAILS (IGD) 228-230 ELASTOMETRIC BEARING AND GIRDER END DETAILS (IGEB) 231-232 MISCELLANEOUS SLAB DETAILS (IGMS) 233 THICKENED SLAB END DETAILS (IGTS) 234-235 MINIMUM ERECTION AND BRACING REQUIREMENTS (MEBR(C)) 236-239 PRESTRESSED CONCRETE PANELS (PCP) 240 PRESTRESSED CONCRETE PANEL FABRICATION DETAILS (PCP-FAB) 241-242 PERMANENT METAL DECK FORMS (PMDF) 00015 - 3 CITY OF PEARLAND LIST OF DRAWINGS SHEET NO DRAWING TITLE 243-244 PEDESTRIAN RAIL(PR22) 245 SEALED EXPANSION JOINT(SEJ-M) 246-247 TRAFFIC RAIL(T551) 248-249 TRAFFIC RAIL(T552) 250-252 WIDE FLANGE PAVEMENT TERMINALS(WFPT) SIGNING AND PAVEMENT MARKING STANDARDS 253 ARROW DETAILS (FOR DIAGRAMMATIC SIGNS)AD-04 (HOU DIST) '254 DELINEATOR&OBJECT MARKER MATERIAL DESCRIPTION D&OM(1)-20 255 DELINEATOR&OBJECT MARKER MATERIAL DESCRIPTION D&OM(2)-20 256 DELINEATOR&OBJECT MARKER MATERIAL DESCRIPTION D&OM(3)-20 257 DELINEATOR&OBJECT MARKER MATERIAL DESCRIPTION D&OM(4)-20 258 DELINEATOR&OBJECT MARKER FOR VEHICLE IMPACT ATTENUATORS D&OM(VIA)- 20 259 TYPICAL STANDARD PAVEMENT MARKINGS PM(1)-22 260 POSITION GUIDANCE USING RAISED MARKERS REFLECTORIZED PROFILE MARKINGS PM(2)-22 261 PAVEMENT MARKINGS FOR TWO-WAY LEFT TURN LANES DIVIDED HIGHWAYS AND RURAL LEFT TURN BAYS PM(3)-22 262 PAVEMENT MARKINGS (DOTTED EXTENSION DETAILS)PM(DOT)-11 (HOU DIST) 263 PAVEMENT MARKINGS (WORDS,ARROWS AND SYMBOLS)PM(WAS)-07 (HOU DIST) 264 REGULATORY SIGNS (LANE USE CONTROL)R(LUC-1)-04 (HOU DIST) 265-266 BRIDGE MOUNTING DETAILS (FOR SMALL ROADSIDE SIGNS) SMD(BM-1)-04 THRU SMD(BM-2)-04(HOU DIST) 267 MISCELLANEOUS SIGN MOUNTING DETAILS SMD(MISC)-14(HOU DIST) 268 SIGN MOUNTING DETAILS SMALL ROADSIDE SIGNS GENERAL NOTES &DETAILS SMD(GEN)-08 269-271 SIGN MOUNTING DETAILS SMALL ROADSIDE SIGNS TRIANGULAR SLIPBASE SYSTEM SMD(SLIP-1)-08 THRU SMD(SLIP-3)-08 LANDSCAPING STANDARDS 272 LANDSCAPE PAVERS (HOU DIST) 00015-4 8 CITY OF PEARLAND INVITATION TO BID Section 00100 INVITATION TO BID 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/Logm.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 ebidspearlandtx.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., Tuesday, March 7, 2023 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: Bailey Road Expansion Veterans Dr to SH-35 City of Pearland,Texas COP PINT. TR1904 BID NO 1122-34 A mandatory pre-bid conference will be held at the City of Pearland City Hall at 3519 Liberty Drive, Pearland, Texas 77581 at 11:00 a.m. on Thursday, February 16,2023. The project will entail the road from Veterans Drive to SH 35 The roadway improvements design will include roadway and drainage 02-2015 00100- 1 of 3 9 CITY OF PEARLAND INVITATION TO BID 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. City of Pearland, City Hall (281) 652-1600 Purchasing Department 3519 Liberty Drive Pearland, Texas 77581 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 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 02-2015 00100-2 of 3 10 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, Finance Department, City Hall Annex, 3523 Liberty Drive, Pearland, Texas 77581 The successful Bidder must furnish Performance and Payment Bonds as required by 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. 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. Selection Criteria. The Contract is to be awarded on the basis of Lowest Responsible Bidder In identifying this criteria the City will consider 1) lowest total bid price for all work listed and specifically requested, including but not limited to Base Bid, Extra Work items and selected Alternates. The City of Pearland reserves the right to award a contract based on any combination of the above considered to be in its best interests or to reject any or all bids. A bid that has been"opened"may not be changed for the purposes of correcting an error in the bid price Crystal Roan City Secretary, City of Pearland First Publication date 02/08/2023 Second Publication date 02/15/2023 02-2015 00100-3 of 3 11 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 tenn "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 by way 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. 14 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 12 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 mails 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, 12-2014 00200-2 of 8 13 CITY OF PEARLAND 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, 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 competitive 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, 12-2014 00200-3 of 8 14 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 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 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 business hours of 12-2014 00200-4 of 8 15 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS the Bid Opening. Bid Security shall be delivered to Office of City Purchasing, Finance Department, 2nd Floor City Hall, 3519 Liberty Drive, P,earland, 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, apphcation 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 The 12-2014 00200-5 of 8 16 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 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, Finance Department, 2nd Floor City Hall, 3519 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 sixty (60) 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 12-2014 00200-6 of 8 17 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS Bidder will be disqualified from further bidding on the Project to be provided under the Contract Documents 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 sixty (60) 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 and to negotiate contract terms 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 3 of these Instructions to Bidders, or 7) Bid Proposal is otherwise non-responsive. Contracts are awarded on the basis of one of the following criteria. A)provision of the "Best Value" or B) Lowest Responsible Bidder 16.2 Best Value In determining the best value for the Owner, and in determining to whom to award a contract, Owner may consider 1) purchase price, 2) reputation of the Bidder and Bidder's goods or services,3)quality of Bidder's goods or services,4)extent to which the goods or services meet the Owner's needs, 5)Bidder's past relationship with the Owner; 6) impact on the ability of Owner to comply with laws and rules relating to contracting with historically underutilized businesses and nonprofit organizations employing persons with disabilities, 7) total long-term cost to Owner to acquire Bidder's goods or services, 8) the Qualifications of Bidder; and 9) any other relevant criteria specifically listed in the Bidding Documents. A contract to be awarded to the Bidder offering the Best Value may be let on either a lump sum basis or a unit cost basis dependent on the Bid Proposal format. 16 3 Lowest Responsible Bidder In determining Lowest Responsible Bidder, Owner will consider Lowest Total Bid price for all work including Base Bid, Extra Work and Alternates, if any, and any other cost criteria. Additional evaluation criteria may include the Qualifications of the Bidders, whether or not the Bid Proposals comply with the prescribed requirements, and such alternates,unit prices and other data, as may be requested in the Bid Proposal form or prior 12-2014 00200-7 of 8 18 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS to the Notice of Award. 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 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 In either case, Owner may conduct such investigations as Owner deems necessary to assist in the evaluation of any Bid Proposal and to establish the responsibility, qualifications and financial ability of Bidders, proposed Subcontractors, suppliers and other persons and organizations to perform and furnish the Work in accordance with the Contract Documents, to Owner's satisfaction, within the Contract Time. r 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 , Retamage 20 1 Provisions concerning retainage are set forth in the Contract Documents. END OF SECTION 12-2014 00200-8 of 8 19 CITY OF PEARLAND BID PROPOSAL Section 00300 BID PROPOSAL Date. 3 h j23 Part A Bid of COIA5VI/k 6't OM, I.,U, ` , an individual proprietorship/a corporation organized and existing under the laws of the State of Texas/a partnership consisting of ,for the construction of: Bailey Road Expansion Veterans Dr to SH-35 City of Pearland,Texas COP PN: TR1904 BID NO.: 1122-34 (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 Bailey Road Expansion from Veterans Dr to SH-35 with aII related appurtenances, complete, tested, and operational, in accordance with the Plans and Specifications prepared by the Engineer, Freese and Nichols, Inc., 11200 Broadway Street, Suite 2320, Pearland, TX 77584, Mr James Ferguson, 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, Finance Department, City Hall Annex, 3523 Liberty Drive, PearIand, 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 wit jn the time • Biddpr'Ini . 10-2012 0300- 1 of 3 20 CITY OF PEARLAND BID PROPOSAL stated and for the prices stated in Part B of this proposal along with all required insurance in the required amounts. 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 Eight Hundred and Sixty Three (863) 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 1. 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 l Date: Signi 5 Addendum No Date. Addendum No Date. 3/1 l23 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 taken any action in restraint of free competitive bidding. Firm Name: R Construction Civil, LLC By. Title: Po Box 189 Address Buffalos TX 75831 Phone No 7/ 3_ 3 3t-t- s 7 I- ATTEST. ill Q \J `° Loom (Seal,if Bidder is a Corporation) (Typed or Printed Name) Signature T 71 �2� Date: 1 Bidder's tial' . 10-2012 (003 0-2 of 3 21 CITY OF PEARLAND BID PROPOSAL END OF SECTION Bidder's Ii ' "a1's: 10-2012 00300-3 of 3 22 CITY OF PEARLAND BID PROPOSAL Section 00300 Part B BID PROPOSAL — Project Name: Bailey Road Expansion Contact Name: Morgan Early (Veterans Dr to SH-35) Bid No. 1122-34 Project No. TR1904 Item : ' Spec A, ";' Pi.0:0101#10.6/0#0,fif(*** ; ,, ; Unit Quantity. '4iiiii, ' -4744:t'Ai Pricei 1 1505 MOBILZATION (MAX 3%OF CONTRACT) LS 1 $350p.r., $Scopoo 2 1550 CONSTRUCTION EXIT EA 2 $2.000 $ 3 1554 INSTALL SM RDSD SIGN SUP&AM TY1OBWG(1)SA(P) EA 7 $qoo $ (,,300 4 1554 INSTALL SM RDSD SIGN SUP&AM 1 EA TY1OBWG(1)SA(T) $I t000 $ l,coo 5 1554 INSTALL SM RDSD SIGN SUP&AM TY1OBWG(1)SA(U) EA 1 $1tCXX) $1100° 6 1555 BARRICADES,SIGNS,AND TRAFFIC HANDLING LS 1 ga5ica> $9.01G000 7 1555 WRK ZN PAV MRK REMOV(W)(4 IN)(SLD) LF 672 $ 2 $ I p 4 q 8 1555 WRK ZN PAV MRK REMOV(Y)(4 IN) (SLD) LF 602 $ 2 $ 1,PCY-I 9 1560 TEMP SEDMT CONT FENCE LF 2885 $ 2 $ S-no 10 1560 TEMP SEDMT CONT FENCE(INLET POT)STAGE I LF 330 $ g $ (365 11 1560 TEMP SEDMT CONT FENCE(INLET PROT) STAGE II LF 750 $ g $Ow 12 1560 TEMP SEDMT CONT FENCE (REMOVE) LF 3965 $ 13 1570 TRENCH EXCAV PROTECTION FOR STM SWR LF 189 $ I $ vibok 14 1570 TRENCH EXCAV PROTECTION FOR WATER LINES LF 543 $ % $ Sq S 15 2220 PAVEMENT REMOVAL(CONC) SY 351 $ ao) $ -7,ocha 16 2220 PAVEMENT REMOVAL(SIDEWALKS) SY 461 17 2220 PAVEMENT REMOVAL(ASPH & BASE) SY 1,537 $ 0 $te,toy 18 2220 REMOVE EXIST CONC BARRIER LF 116 $ SS-- $ ct,6(t6 19 2220 REMOVE EXIST CURB LF 1,134 $ ‘0 $1‘,241° 20 2220 REMOVE SMALL RDSD SIGN ASSM EA 18 $ aas• $14,050 21 2220 REMOVE EXIST HEADWALL EA 1 $ $,c..x.x., $ $3,000 22 2220 REMOVE CONC RIP-RAP SY 176 $ 23 2220 REMOVE EXIST BRICK PAVERS SY 116 $ yo $ LI 1(04/0 24 2200 SITE PREPARATION AC 14 $1,0°° $ q8400° 25 2316 EXCAVATION AND BACKFILL FOR ROADWAYS CY 4697 $ l*-7-;,, Offeror's Ini 1 Is 01-2019 00300-1 ,....--06300—Part B 23 CITY OF PEARLAND BID PROPOSAL to Sec -jai, =Descry 'ti on`-Pritilii. Uords., _t7`n t_" Quanta -- '':Uriit_.i- Total; a.,. . ";' 'Price .E, 26 2316 DITCH WORK(NEW®RADE) LF 2800 $ ,a, $ .5,4,0c, 27 2330 EMBANKMENT CY 16903 $ 14 $2 rya j 28 2335 LIME(10%) TON 548 $ ?joC7 $16gtele 29 2335 LIME STABILIZATION OF SUBGRADE(8") SY 18269 $ `j' 0I,545" 30 2417 6"WL IN STEEL CASING IN AUGERED(BORE) HOLE (14") LF 47 $ qbp $18, 31 2417 6"WL IN STEEL CASING IN OPEN TRENCH (14") LF 31 $ g,SO $-1,ZSO 32 2510 PVC C900 WATERLINE (6") LF 597 $ IC> $0111110 33 2514 FIRE HYDRANT ASSEMBLY EA 3 $ -7,p06 $otl,coo 34 2540 TAPPING SLEEVE&VALVE(24"X 6") EA 3 $ 5,5W $14•,56O 35 2582 REFL PAV MRK(TY I)(W)(4")(BRKN) LF 3131 $ I $ 3,1 t 36 2582 REFL PAV MRK(TY II)(W)(4")(BRKN) LF 3131 $ I $ 47,t3 I 37 2582 REFL PAV MRK(TY I)(W)(8")(DOT) LF 186 $ a 50 $ 44 65- 38 2582 REEL PAV MRK(TY II)(W)(8")(DOT) LF 186 $ a $ 5/a 39 2582 REFL PAV MRK(TY I)(W)(8")(SLD) LF 718 $ a $ I 036 40 2582 REFL PAV MRK(TY II)(W)(8")(SLD) LF 718 $ .01,50 $ t{>'t1 41 2582 REEL PAV MRK(TY I)(W)(12")(SLD) LF 355 $ I. $\1.43,0 42 2582 REFL PAV MRK(TY II)(W)(12")(SLD) LF 355 $ 5 $ t1("6S 43 2582 REFL PAV MRK(TY I)(W)(24")(SLD) LF 52 $ g $ 416 44 2582 REFL PAV MRK(TY II)(W)(24")(SLD) LF 52 $ 1 $ SV( 45 2582 REFL PAV MRK(TY I)(W)(ARROW) EA 7 $ crib $ `gAto 46 2582 REFL PAV MRK(TY II)(W)(ARROW) EA 7 $ ao0 $ kyyoo 47 2582 REFL PAV MRK(TY I)(W)(WORD) EA 11 ' $ ;2.S $ 2).615- 48 2582 REFL PAV MRK(TY II)(W)(WORD) EA 11 $ ;tOO $2.,c)c)O 49 2582 REFL PAV MRK(TY I)(Y)(4")(DBL) LF 47 $ a $ 4i. 50 2582 REFL PAV MRK(TY II)(Y)(4")(DBL) LF 47 $ I $ 4 1 51 2630 RC PIPE(CL III)(24 IN) LF 72 $ \(oO W1$',).O 52 2630 RC PIPE(CL III)(30 IN) LF 117 $ t$6 $.94,040 53 2630 RCB CULVERT(8'x 5') LF 4000 $ cll.-0 $3,wq°L4 54 2631 CURB INLET(TY C) (MOD)(SPECIAL INLET CONN EA 3 TYPE 1) $41�OC� .? •OVU 55 2631 CURB INLET(TY C) (MOD)(SPECIAL INLET CONN EA 1 $ CO0 TYPE 2) $ /,,/^i,-:$ --•() Offeror's Initia . 01-2019 00300-2 i 00 O Part B 24 1 I 1 CITY OF PEARLAND BID PROPOSAL -','',*(C. Oiiiii.00 '' i(Joilf i 4001, ,,:, ,:.-, ,,,, , ., - .'•-- .,..?-:, -'.i :4' '; ,i , 'Price' . . 56 2631 CURB INLET(TV C) (MOD)(SPECIAL INLET CONN EA 1 TYPE 3) $qocx) $ 4,0cw 57 2631 CURB INLET(TV C) (MOD) SPECIAL INLET CONN EA 2 TYPE 4) $640007 $8 lib° 58 2631 CURB INLET(TV C) (MOD)(SPECIAL INLET CONN EA 1 TYPE 5) $ gpoo 01)00 59 2631 CURB INLET TY C STAGE II EA 3 $ 5,000 $ 4,1,00D 60 2631 1 CULVERT WINGWALL EA $(9. c;o0 $ 61 2631 TY A GRATE INLET EA 3 $ $,50(7 $ to,506 62 2710 ASPHALT STABILIZED BASE(6") SY 29 $ P.1.6 $G,5430 63 2741 ASPHALT(TYPE D)(2") SY 14 $ 51.6 $ 5A50 , 64 2751 REINF CONC PAV SLIP FORM (10") SY 16065 $ ' 1 $1558 sp5 65 2770 CONIC CURB(6") LF 9915 $ if $ 66 2770 DOWEL CURB (6") LF 725 $ 1 5- $ ‘0 15-11 67 277f SIDEWALK(CONC) (6") SF 52235 $ GI 68 2771 PEDESTRIAN RAMP EA 6 $ 2,300 $15,f500 69 2775 CONCRETE DRIVEWAYS SY 49 $ k' 0 $ 6,510 70 2811 LANDSCAPE IRRIGATION LS 1 $ 9.61.5,00c $ g25,oco 71 2910 TOPSOIL(4") SY 9045 $ 1.1 $6191-14C 72 2921 HYDROMULCH SEEDING SY 29032 $ .2,5 $ 10,WAD 73 2922 BLOCK SODDING SY 9045 $ 5 $ 74 2931 LANDSCAPING AND TREE PLANTING (TREE) EA 59 (100 GAL) $ ‘P° 2 $ 1064.00 75 2981 PAV SURF PREP FOR MRKS BLAST CLEAN (4") LF 3179 $ 0 k $ S k lci 76 2981 PAV SURF PREP FOR MRKS BLAST CLEAN (8") LF 905 $ C l $ al OS 77 2981 PAV SURF PREP FOR MRKS BLAST CLEAN (12") LF 355 $ .c..,‘ $ 27 6 78 2981 PAV SURF PREP FOR MRKS BLAST CLEAN (24") LF 52 $ .o k $ St). 79 2981 PAV SURF PREP FOR MRKS BLAST CLEAN (ARROW) EA 7 $ $ S 6 80 2981 PAV SURF PREP FOR MRKS BLAST CLEAN (WORD) EA 11 $ S- $ 6'6- 81 4006005 CEM STABIL BKFL CY 176 $ 1t0 $ t(00(90 82 4166004 DRILL SHAFT(36 IN) LF 280 $ goC) $140,000 83 4166005 DRILL SHAFT(42 IN) LF 750 $ 5?s 'slyil, 84 4206013 CL"C" CONCi(ABUT) CY 48 $plioop $ 6a p00 7rfi.:,17 Offeror's !nit), . • --- 01-2019 00300-3 I 00 0-Part B i 25 1 CITY OF PEARLAND BID PROPOSAL - - a' it �'U:ili. sf�`�'. _U a n. Y 85 420-6029 CL"C" CONC(CAP) CY O 153 $ 1 $ta,50on 86 4206037 CL"C"CONC(COLUMN) CY 180 $ Z..DO $1,M000 87 4206049 CL"C"CONC(CRASHWALL) CY 88 $ 2.000 $1?1910O0 88 4206071 CL"C" CONC(COLLAR)(FOR 24"-30" PIPE) EA 4 $ 1b0 $ (9,000 89 4226001 REINF CONC SLAB SF 32955 $ 22 $065 i t 90 4256038 PRESTR CONC GIRDER(TY Tx46) LE 3585 $ 200 $1)?,D00 91 4256039 PRESTR CONC GIRDER(TY Tx54) LF 465 $ 1 $20;0 92 4326002 RIPRAP (CONC)(5") CY 260 $ WO $10 NO 93 4326009 RIPRAP(CONC)(CL B)(4") CY 132 $ (OD 94 4326045 RIPRAP(MOW STRIP)(4 IN) CY 9 / $ (P20 $ 5A0 95 4426007 STR STEEL(MISC NON-BRIDGE) LB 840 $ �0 $ 2.S0200 96 4426012 STR STEEL(RAILS/POSTS/PLATES) LB 8780 $ , f5 $13110 97 4506015 RAIL(TY T551)(HPC) LF 867 $ In $ ql a'c 1 98 4506017 RAIL(TY T552)(HPC) LF 904 $ 100 $ 401400 99 4506104 RAIL(TY PR22) ' LF 1876 $ 200 $ rici2,00 100 4546018 SEALED EXPANSION JOINT(4 IN)(SEJ-M) LF 240 $ 110 $ (9 .,`t'I i 101 5066001 ROCK FILTER DAMS (INSTALL)(TY 1) LF 87 $ ¶ O $ 4 itel 102 5066011 ROCK FILTER DAMS (REMOVE) LF 87 $ /2,0 $ Irmo 103 5286004 LANDSCAPE PAVERS SY 1545 $ ((.15 $Z?)4,025 104 5406001 MTL W-BEAM GD FEN (TIM POST) LF 400 $ 1.10 $ 1(0,00 105 5406006 MTL BEAM GD FEN TRANS(THRIE-BEAM) EA 4 $ "i?6,0 $ I irgtao 106 5406016 DOWNSTREAM ANCHOR TERMINAL SECTION EA 2 $ 2:260 $ u,uoo 107 5446001 GUARDRAIL END TREATMENT(INSTALL) EA 2 $ t40.00 / $ it200 108 6186023 CONDT(PVC)(SCH 40)(2") LF 5992 $ let. $ 1t,gog 109 6186046 CONDT(PVC)(SCH 80)(2") 55 $ Is $Lk.111 110 6726007 REFL PAV MRKR TY I-C EA 197 $ 6,50 $ 1, 09' 111 6776001 ELIM EXT PAV MRK& MRKS(4") LF 12721 $ ,SO $ 1_____ 112 6776003 ELIM EXT PAV MRK&MRKS(8") LF 190 $ ( $ le o 113 6776005 ELIM EXT PAV MRK& MRKS(12") LF 1028 $ 1 $ IISL t- 114 6776008 ELIM EXT PAV MRK& MRKS(ARROW) EA 4 $ qc $ 100 115 6776012 ELIM EXT PAV MRK&MRKS (WORD) EA 9 $ WJ $ LlpS Offeror's Initial : 01-2019 00300-4 0300-Part B 26 CITY OF PEARLAN) BID PROPOSAL ` ! rl IV ` 116 30216001 WIDE FLANGE PAVEMENT TERMINALS LF 74 117 50335002 REMOVABLE BOLLARDS EA 4 118 61206001 DEAD END ROADWAY BARRICADE LF 45 40 119 1555 FORCE ACCOUNT'FLAGMEN,ASREQUIRED LS 1 $15,000 $ 15.000 120 1556 FLAGMAN /RR\ /BUDGET1 DAY 68 $1'600 $96,080 , ' 121 NA FORCE ACCOUNT'OFF-DUTY POLICE OFFICER 8GT 1 $15,080 $15,000 122 NA RRCM PROJECT INSPECTION ` 8GT 1 $130,886 $130l896 123 NA EXTRA LABOR(UN8K|LLED) kHH 100 $ I's $ qcM - 124 NA EXTRA LABOR(SK|LLED) k4H 100 $ 30 $ %,DOI5 125 2316 EXTRA EXCAVATION AND HAUL|NG/HAND\ CY 500 $ U# $70000 126 2316 EXTRA EXCAVATION AND HAULING (K8ACH|NE) CY 500 $ U $ 17-50 127 2230 EXTRA EMBANKMENT, COMPACTED-IN PLACE CY 1000 $ '15 $ 'x080 128 2751 EXTRA CONCRETE,ALL CLASSES WITH STEEL 8' / CY 100 FORM WORK, COMPLETE|NPLACE $ 1001) 01000 129 2252 EXTRA CEMENT STABILIZED SAND, COMPACTED |N PLACE CY 150 �� � ����� $ 138 2633 EXTRA ADU UST EXIST STAG E | |NLETS EA 8 $ 1800 $ 3000 ' o TOTAL AMOUNT BID. $3,SGA A / ITlS UNDERSTOOD that the City of9earland will award the project based ou the Total Propouat amount. | The City of Pearland reserves the right to reject any or all proposals for any or all products and/oruxi vices covered in this proposal and/or waive inf000u|itiomin such proposals. The City farther resel veothe right to accept any proposals deemed hobe the Best Value to the City - Offeun'u Authorized Signature / - Off ero/xInlet, CITY OF PEARLAND STANDARD FORM OF AGREEMENT Section 00500 STANDARD FORM OF AGREEMENT THIS AGREEMENT is by and between City of Pearland (hereinafter called OWNER or City) and G i v'\ , L.LC (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 Bailey Road Expansion Veterans Dr to SH-35 City of Pearland, Texas COP PN TR1904 BID NO 1122-34 Article 2 ENGINEER The Work has been designed by Freese and Nichols, Inc , 11200 Broadway Street Suite 2320, and James Ferguson, PE 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 Eight Hundred & Sixty Three (863) 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 ninety (90) 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 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 00) for 4-2015 00500- 1 of 7 28 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 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 00) 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 [$13,559,439 11] (the "Contract Price") The Contract Price includes the Base Bid 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. 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 4-2015 00500-2 of 7 29 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 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 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 4-2015 00500-3 of 7 30 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 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 Plans, consisting of sheets numbered 1 through 272 inclusive with attachments with each sheet bearing the following general title. Bailey Road Widening 8 6 Instructions to Bidders and CONTRACTOR's Bid Proposal, including any Addenda referenced therein. 8 7 Technical Specifications for the Work. 8 8 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. 4-2015 00500-4 of 7 31 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 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 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 4-2015 00500-5 of 7 32 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 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. 9 110 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. 4-2015 00500-6 of 7 33 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 , 20 OWNER. CO TRACTOR. CITY OF P ND K Co 0 STKU CIVIL LLC By. A- By. Title id ,,Ci Title • V' 0 O Date 5.2�/7 Date Li ' 5 / 23 (Corporate Seal) ATTEST _fa)WY 1` i'.r, ATTEST Pr:::: „...„ . Address for giving notices PO box I 9 1))U F EF LO 1 -7 5 831 L° • <,, 71.= 04 I v ` Phone 1 1 3 " 33 y — 5 _1 S7 Fax. Agent for service of process. END OF SECTION 4-2015 00500-7 of 7 34 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 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 35 (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 36 CITY OF PEARLAND STANDARD FORM OF AGREEMENT APPENDIX B House Bill 89 Verification I, 2 .Q P y V i E O C E(J (Person name), the undersigned representative (hereafter referred to as "Representative") of R Co N C 1! V NJ C 1 \11 L. LLG (company or business name, thereafter referred to as "Business Entity"), being an adult over the age, of eighteen (18)years of age, after being duly sworn by the undersigned notary, do hereby depose and affirm the following 1 That Representative is authorized to execute this verification on behalf of Business Entity; 2 That Business Entity does not boycott Israel and will not boycott Israel during the term of any contract that will be entered into between Business Entity and the City of Pearland, and 3 That Representative understands that the term "boycott Israel" is defined by Texas Government Code Section 2270 001 to mean refusing to deal with, terminating business activities with, or otherwise taking any action that is intended to penalize, inflict economic harm on, or limit commercial relations specifically with Israel, or with a person or entity doing business in Israel or in an Israeli-controlled territory, but does not include an action made for ordinary business purposes SIGNATUR REPRESENTATIVE 250UBSCRIBED AND SWORN TO BEFORE ME, the undersigned authority, on this day of (._ , 20 23. Notary .01ke,, MARGIE BONILLA ±a° Notary Public,State of Texas �'�011 `` Comm.Expires 02-09-2026 Notary ID 133579929 37 CERTIFICATE OF INTERESTED PARTIES FORM 1295 1 of 1 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. 2023-1007819 R Construction Civil, LLC Buffalo,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 04/17/2023 being filed. City of Pearland Date Acknowledged: 5/,2(2023 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. COP Project No. TR1904 Bailey Road Expansion Veterans Dr to SH-35 4 Nature of interest Name of Interested Party City,State,Country(place of business) (check applicable) Controlling I Intermediary 5 Check only if there is NO Interested Party ❑ 6 UNSWORN DECLARATION My name is Brody Maedgen and my date of birth is My address is P 0 Box 189 Buffalo TX 75831 USA (street) (city) (state) (zip code) (country) I declare under penalty of perjury that the foregoing is true and correct. Executed in Harris County, State of Texas ,on thel 7th day of April 20 23 (month) (year) Signature of authoriz agent of contracting business entity (Declarant) Forms provided by Texas Ethics Commission www.ethics.state.tx.us Version V3.5.1.3ac88bc0 CITY OF PEARLAND PERFORMANCE BOND Bond No B3285699 Section 00610 PERFORMANCE BOND STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS That R Construction Civil, LLC of the City of Buffalo , County of Leon , and State of Texas, as principal, and The Cincinnati Casualty 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$ 13,559,439.11 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 , 20 , (the "Contract") to commence and complete the construction of certain improvements described as follows Bailey Road Expansion Veterans Dr to SH-35 City of Pearland, Texas COP PN TR1904 BID NO 1122-34 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 38 CITY OF PEARLAND PERFORMANCE BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this day of , 20 Principal Surety R Construction Civil, L The Cincinnati Casualty Company By. By < _ ,ham Title EVP/COO Title Attorney-in-Fact Address. Address PO Box 189 6200 S. Gilmore Road Buffalo, TX 75831 Fairfield, OH 45014-5141 Telephone 713-334-5757 Telephone 513-870-2000 Fax. Fax. 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 39 THE CINCINNATI INSURANCE COMPANY THE CINCINNATI CASUALTY COMPANY Fairfield,Ohio POWER OF ATTORNEY ,NOW ALL MEN BY THESE PRESENTS:That THE CINCINNATI INSURANCE COMPANY and THE CINCINNATI CASUALTY ;OMPANY, corporations organized under the laws of the State of Ohio,and having their principal offices in the City of Fairfield, Ohio (herein collectively called the"Companies"),do hereby constitute and appoint Christopher Kolkhorst; Michael Maddux; Denise Raker and/or Sandra Villegas of Houston,Texas their true and legal Attorney(s)-in-Fact,each in their separate capacity if more than one is named above, to sign,execute,seal and deliver on behalf of the Companies as Surety,,any and all bonds, policies;undertakings or other like instruments,as'follows: Any such obligations in the United States,up to Fifty Million and No/100 Dollars($50,000,000.00). This appointment is made under and by authority of the following resolutions adopted by the Boards of Directors of The Cincinnati Insurance Company and The Cincinnati Casualty Company,which resolutions are now in full force and effect, reading as follows: RESOLVED,that the President or any Senior Vice President be hereby authorized,and,empowered to appoint Attorneys-in-Fact of the Company to execute any and all'bonds,policies,undertakings,or Other like instruments on behalf of the Corporation,and may authorize any officer or any such Attorney-in-Fact to affix the corporate seal;and may with or without cause modify or revoke any such appointment or authority.Any such writings so executed by such Attorneys-in-Fact shall be binding upon the Company as if they had been duly executed and acknowledged by the regularly elected officers of the Company RESOLVED,that the signature of the President or any Senior Vice President and the seal of the Company may be affixed by facsimile on any power of attorney granted,and the signature of the Secretary or Assistant Vice-President and the Seal of the Company may be affixed by facsimile to any certificate of any such power and any such,power of certificate bearing such facsimile signature and seal shall be valid and binding on the Company Any such power so executed and sealed and certified by certificate so executed and sealed shall,with'respect to any bond or undertaking to which it is attached,continue to be valid and binding on the Company IN WITNESS WHEREOF,the Companies have caused these presents to be sealed with their corporate seals,duly attested by their -resident or any Senior Vice President this 16th day of March,2021 ( �I i =SEAL ` � SEOAL ' THE CINCINNATI INSURANCE COMPANY owe Ohio THE CINCINNATI CASUALTY COMPANY STATE OF OHIO )SS' T L . -• ---ik__- COUNTY OF BUTLER ) On this 16th day of March,2021 before me came the above-named President or Senior Vice President of The Cincinnati Insurance Company and The Cincinnati Casualty Company,to me personally known to be the officer described herein,and acknowledged that the seals affixed to the preceding instrument are the corporate seals of'said Companies and the corporate seals and the signature of the officer were duly affixed and subscribed to said instrument by the authority and direction of said corporations. 4pstAt ,p` - Keith C to t,Attorney at Law -.„:-. ' '. .;o`. Notary ublic—State of Ohlo ,�qr 0�►..• My commission has no expiration date. B OF Section 147.03 O.R.0 I,the undersigned Secretary or Assistant Vice-President of The Cincinnati Insurance Company'and The Cincinnati Casualty'Company, hereby certify that the above is the Original Power of Attorney issued by said Companies,and do hereby further certify that the said Power of Attorney is still in full force and effect. Given under my hand and seal of said Companies at Fairfield,Ohio,this day of Z. ?CORPORATE' 2 CORPORATE% _ = SEAL4 - SEAL ` - e.i i ::::...1 01110 OHIO - BN-1457(3/21) 1 TEXAS IMPORTANT NOTICE To obtain information or make a complaint: c You may call our toll-free telephone number for information or to make a complaint at: 1-800-635-7521 You may also write to us at: The Cincinnati Insurance Companies or The Cincinnati Insurance Companies 6200 South Gilmore Road P 0 Box 145496 Fairfield,Ohio 45014 -5141 Cincinnati, Ohio 45250-5496 You may contact the Texas Department of Insurance to obtain information on companies, coverages, rights or complaints at: 1-800-252-3439 You may write the Texas Department of Insurance: P O Box 149104 Austin,TX 78714-9104 FAX#(512)475-1771 Web. http.//www tdi.state.tx.us E-mail ConsumerProtection@tdi.state tx.us PREMIUM OR CLAIM DISPUTES.Should you have a dispute concerning your premium or about a claim you should contact the agent first. If the dispute is not resolved, you may contact the Texas Department of Insurance ATTACH THIS NOTICE TO YOUR POLICY This notice is for information only and does not become a part or condition of the attached document. IA 4332 TX 11 09 CITY OF PEARLAND PAYMENT BOND Bond No. B3285699 Section 00611 PAYMENT BOND STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS That R Construction Civil, LLC of the City of Buffalo , County of Leon , and State of Texas, as principal, and The Cincinnati Casualty 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$ 13,559,439.11 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 , 20 , (the "Contract") to commence and complete the construction of certain improvements described as follows Bailey Road Expansion Veterans Dr to SH-35 City of Pearland, Texas COP PN TR1904 BID NO. 1122-34 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 40 CITY OF PEARLAND PAYMENT BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this day of , 20_ Principal Surety R Construction Civil The Cincinnati Casualty Company ' By• By Title EVP/COO Title Attorney-in-Fact Address Address PO Box 189 6200 S. Gilmore Road Buffalo, TX 75831 Fairfield, OH 45014-5141 Telephone 713-334-5757 Telephone 513-870-2000 Fax. Fax. 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 41 THE CINCINNATI INSURANCE COMPANY THE CINCINNATI CASUALTY-COMPANY Fairfield,Ohio POWER OF ATTORNEY SNOW ALL MEN BY THESE PRESENTS:That THE CINCINNATI INSURANCE COMPANY and THE CINCINNATI CASUALTY :OMPANY,corporations organized under the laws of the State of Ohio,and having their principal offices in the City of Fairfield,Ohio ,therein collectively called the"Companies"),do hereby constitute and appoint Christopher Kolkhorst; Michael Maddux; Denise Raker and/or.Sandra Villegas of Houston, Texas their true and legal Attorney(s)-in-Fact,each in their separate capacity if more than one is named above, to sign,execute,seal and deliver on behalf of the Companies as Surety, any and all bonds,policies, undertakings or other like instruments,as follows: Any such obligations in the United States,up to Fifty Million and No1100 Dollars($50,000,000.00). This appointment is Made under and by authority of the following resolutions adopted by the Boards of Directors of The Cincinnati Insurance Company and The Cincinnati Casualty Company which resolutions are now in full force and effect, reading as follows: RESOLVED,thatthe President or any Senior Vice President be hereby authorized,and empowered to appoint Attorneys-in-Fact of the Company to execute any and all bonds,policies,undertakings,or other like instruments On behalf of the Corporation, and may authorize any officer or any such Attorney-in-Fact to affix the corporate seal;and may with or without cause modify or revoke any such appointment or authority.Any such writings so executed by such Attorneys-in-Fact'shall be binding upon the Company as if they had been duly executed and acknowledged by the regularly elected officers of the Company RESOLVED,that the signature of the President or any Senior Vice President and the seal of the Company may be affixed by facsimile on any power of attorney granted,and the signature of the Secretary or Assistant Vice-President and the Seal of the Company may be affixed by facsimile to any certificate of any Such power and any such power of certificate bearing such facsimile signature and seal shall•be valid and binding on the Cornpany Any such power so executed and sealed and certified by certificate so executed and sealed shall,with respect to any bond or undertaking to which it is attached, continue to be valid and binding.on the Company IN WITNESS WHEREOF,the Companies have caused these presents'to be sealed with their corporate seals,duly attested by their "^resident or,any Senior Vice President this 16th day of March,2021 •,tnnrpr• ••tt W..rh CORPORATES ;`CORPORATE 4 I= SEAL " SEAL ' THECINCINNATI INSURANCE COMPANY aR+o. (Ai) THE CINCINNATI CASUALTY COMPANY STATE OF OHIO )SS. COUNTY OF BUTLER ) ).„. On this 16th day Of March,2021 before me came the above-:named President or Senior Vice President Of The Cincinnati Insurance Company and The Cincinnati Casualty Company,to me personally known to be the officer described herein,and acknowledged that the seals affixed to the preceding'instrument are the corporate seals of said Companies and the corporate seals and the signature of the officer were duly affixed and subscribed to said instrument by the authority and direction of said corporations. .`�PR iA Lf - *; •* Keith C9.116,Attorney at Law il ta = NotaryPublic—State of Ohio • ,• 0# My.c mmission has no expiration date. ........................F OF Section 147 03 O.R.0 I,the undersigned Secretary or Assistant Vice-President of The.Cincinnati Insurance Company and The Cincinnati Casualty Company, hereby certify that the above is the Original Power of Attorney issued by said Companies,and do hereby further certify that the said Power of Attorney is still in full force and effect. Given under my hand and seal of said Companies at Fairfield,Ohio,this day of \••�+.r.r..,• •,,.«.r..,r. ?CORPORATE CORPORATE - ' SEW .` SEAL ` • OR+o oew BN-147(3/21) TEXAS IMPORTANT NOTICE To obtain information or make a complaint: You may call our toll-free telephone number for information or to make a complaint at: 1-800-635-7521 You may also write to us at: The Cincinnati Insurance Companies or The Cincinnati Insurance Companies 6200 South Gilmore Road P 0 Box 145496 Fairfield,Ohio 45014 -5141 Cincinnati, Ohio 45250-5496 You may contact the Texas Department of Insurance to obtain information on companies, coverages, rights or complaints at: 1-800-252-3439 You may write the Texas Department of Insurance. P 0 Box 149104 Austin,TX 78714-9104 FAX#(512)475-1771 Web http.//wwwtdi.state.tx.us E-mail: ConsumerProtection@tdi.state tx.us PREMIUM OR CLAIM DISPUTES Should you have a dispute concerning your premium or about a claim you should contact the agent first. If the dispute is not resolved, you may contact the Texas Department of Insurance ATTACH THIS NOTICE TO YOUR POLICY This notice is for information only and does not become a part or condition of the attached document. IA 4332 TX 11 09 CITY OF PEARLAND ONE-YEAR MAINTENANCE BOND Bond No B3285699 Section 00612 ONE-YEAR MAINTENANCE BOND STATE OF TEXAS § COUNTY OF BRAZORIA § KNOW ALL MEN BY THESE PRESENTS That R Construction Civil, LLC of the City of Buffalo , County of Leon , and State of Texas, as principal, and The Cincinnati Casualty 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$ 13,559,439.11 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 , 20_, (the "Contract") to commence and complete the construction of certain improvements described as follows Bailey Road Expansion Veterans Dr to SH-35 City of Pearland, Texas COP PN. TR1904 BID NO 1122-34 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 42 CITY OF PEARLAND ONE-YEAR MAINTENANCE BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this day of , 20_ Principal Surety. R Construction Civil, L The Cincinnati Casualty Company By By Title EVP/COO Title Attorney-in-Fact ' Address Address - PO Box 189 6200 S. Gilmore Road Buffalo, TX 75831 Fairfield, OH 45014-5141 Telephone 713-334-5757 Telephone 513-870-2000 Fax. Fax. 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 43 THE CINCINNATI INSURANCE COMPANY THE CINCINNATI CASUALTY COMPANY Fairfield,Ohio POWER OF ATTORNEY SNOW ALL MEN BY THESE PRESENTS:That THE CINCINNATI INSURANCE COMPANY and THE CINCINNATI CASUALTY ' ;OMPANY, corporations organized under the laws of the State of Ohio,and having their principal offices in the City of Fairfield,Ohio knerein collectively called the"Companies"),do hereby constitute and appoint Christopher Kolkhorst; Michael Maddux; Denise Raker and/or Sandra Villegas of Houston, Texas their true and legal Attorney(s)-in-Fact,each in their separate capacity if more than one is named above, to sign,execute,seal and deliver on behalf of the Companies as Surety,any and all bonds,policies,undertakings or other like instruments,as follows: Any such obligations in the United States,up to Fifty Million and No/100 Dollars($50,000,000.00). This appointment is made under and by authority of the following resolutions adopted by the Boards of Directors of The Cincinnati Insurance Company and The Cincinnati Casualty Company which resolutions are now in full force and effect, reading as follows: RESOLVED that the President or any Senior Vice President be hereby authorized,and empowered to appoint Attorneys-in-Fact of the Company to execute any and all bonds, policies,undertakings,or other like instruments on behalf of the Corporation, and may authorize any officer or any such Attorney-in-Fact to affix the corporate seal;and may with or without cause modify or revoke any such appointment or authority.Any such writings so executed by such Attorneys-in-Fact shall be binding upon the Company as if they had been duly executed and acknowledged by the regularly elected officers of the Company RESOLVED,that the signature of the President or any Senior Vice President and the seal of the Company may be affixed by facsimile on any power of attorney granted,and the signature of the Secretary or Assistant Vice-President and the Seal of the Company may be affixed by facsimile to any certificate of any such power and any such power of certificate bearing such facsimile signature and seal shall,bevalid and binding on the Company Any such power so executed and sealed and certified by certificate so executed and sealed shall,with respect to any bond or undertaking to which it is attached,continue to be valid and binding on the Company IN WITNESS WHEREOF,the Companies have caused these presentsto be sealed with their corporate seals,duly attested by their "rresiclent or any.Senior Vice President this 16th day of March,2021 ', CORPORATE 11 G. V CORPORATE = SEAi: 4 - SEAL ` THE CINCINNATI INSURANCE COMPANY OHIO ORIo_." THE CINCINNATI CASUALTY COMPANY STATE OF OHIO )SS. COUNTY OF BUTLER ) . k` o. `. On this 16th day of March,2021 before me came the above-named President or Senior Vice President of The Cincinnati Insurance Company and The Cincinnati Casualty Company,tome personally known to be the officer described herein,and acknowledged that the seals affixed to the preceding instrument are the corporate seals of said Companies and the corporate seals and the signature of the officer were duly affixed and subscribed to said instrument by the authority and direction of said corporations. -K•*tee a Keith CgHett,Attorney at Law �:� 3 = Notary Public—State of Ohio %,4i. O+ . My commission has no expiration date. F OF Section 147.03 O.R.0 1,the undersigned Secretary or Assistant Vice-President of The Cincinnati Insurance Company and The Cincinnati Casualty Company, hereby certify that the above is the Original Power of Attorney issued by said Companies,and do hereby further certify that the said Power of Attorney is still In full force and effect. Given under my hand and seal of said Companies at Fairfield,Ohio,this day of o i.1•/•••. `'"(a".,, s " SEAL ' ".SEAL ` omo ORIO BN-1457(3/21) TEXAS IMPORTANT NOTICE To obtain information or make a complaint: You may call our toll-free telephone number for information or to make a complaint at: 1-800-635-7521 You may also write to us at: The Cincinnati Insurance Companies or The Cincinnati Insurance Companies 6200 South Gilmore Road P 0 Box 145496 Fairfield,Ohio 45014 -5141 Cincinnati, Ohio 45250-5496 You may contact the Texas Department of Insurance to obtain information on companies, coverages, rights or complaints at: 1-800-252-3439 You may write the Texas Department of Insurance: P O Box 149104 Austin,TX 78714-9104 FAX#(512)475-1771 Web http.//wwwtdi.state.tx.us E-mail ConsumerProtection@tdi.state tx.us PREMIUM OR CLAIM DISPUTES Should you have a dispute concerning your premium or about a claim you should contact the agent first. If the dispute is not resolved, you may contact the Texas Department of Insurance ATTACH THIS NOTICE TO YOUR POLICY This notice is for information only and does not become a part or condition of the attached document. IA 4332 TX 11 09 CITY OF PEARLAND 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 i 44 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Section 00700 t 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 103 Subcontractor 1 04 Written Notice 105 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 45 CITY OF PEARLAND 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 412 Sanitation 4 13 Cleaning and Maintenance 4 14 Performance of Work 4 15 Right of Owner to Accelerate the Work 10-2012 00700- 46 CITY OF PEARLAND 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- 47 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6 03 Estimated Quantities 6 04 Pnce 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 Change Orders 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 48 CITY OF PEARLAND 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 49 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT Section 00700 GENERAL CONDITIONS OF AGREEMENT 1.0 DEFINITIONS AND INTERPRETATIONS 101 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 Fonn 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 06-2022 00700- 1 of 36 50 CITY OF PEARLAND 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 sent by 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 06-2022 00700-2 of 36 51 CITY OF PEARLAND 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 04 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 not relieve CONTRACTOR of responsibility for compliance with the Contract Documents 06-2022 00700-3 of 36 52 CITY OF PEARLAND 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 land 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. 111 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 06-2022 00700-4 of 36 53 CITY OF PEARLAND 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 ongrnally 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 06-2022 00700-5 of 36 54 CITY OF PEARLAND 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 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. 06-2022 00700-6 of 36 55 CITY OF PEARLAND 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 07 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 12 and as otherwise provided in the Contract. 06-2022 00700-7 of 36 56 CITY OF PEARLAND 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 06-2022 00700-8 of 36 57 CITY OF PEARLAND 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 penmts, 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. 06-2022 00700-9 of 36 58 CITY OF PEARLAND 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 411 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 wntten permission, and at 06-2022 00700- 10 of 36 59 CITY OF PEARLAND 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 hannless 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 completion 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. 416 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 06-2022 00700- 11 of 36 60 CITY OF PEARLAND 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 propnety 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 06-2022 00700- 12 of 36 61 CITY OF PEARLAND 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 06-2022 00700- 13 of 36 62 CITY OF PEARLAND 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 06-2022 00700- 14 of 36 63 CITY OF PEARLAND 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 heremabove 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 06-2022 00700- 15 of 36 64 CITY OF PEARLAND 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 ARISINNG OUT OF OR RESULTING FROM THE PERFORMANCE 06-2022 00700- 16 of 36 65 CITY OF PEARLAND 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 06-2022 00700- 17 of 36 66 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 ENGINEER shall submit such written request, together with his written recommendation, to the 06-2022 00700- 18 of 36 67 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 agrees that a failure to complete on time will cause damage to the OWNER and that such damages 06-2022 00700- 19 of 36 68 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 detennmed 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 06-2022 00700-20 of 36 69 CITY OF PEARLAND 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 pnces 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 all expenses incurred by him, and for full performance of the Work and the whole thereof in the 06-2022 00700-21 of 36 70 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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. When the Contract Price is based on Unit Costs the Contractor shall utilize the Bid Form Quantities and Unit Costs as the basis of the Pay Application. The Contractor shall develop individual Pay Applications by accurately recording in progressive order the total accumulated number of units of work (line items) performed in the Pay Application multiplying that quantity by the agreed Contract Unit Price to derive a progressive total for each line item of the Work, If, at any time during the performance of the WORK, the performed quantity, exceeds the CONTRACT quantity, the CONTRACTOR shall notify the ENGINEER and the OWNER of the pending discrepancy prior to submitting the Pay Application. 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 performed 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 Schedule of Values or 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 or OWNER finds that CONTRACTOR's application for payment contains an error or is otherwise 06-2022 00700-22 of 36 71 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT disputed, the OWNER shall notify CONTRACTOR of such error or dispute in writing by issuance of a Notification Of Error requesting the correction of the application for payment identifying those items deemed to be in error The contractual time for the ENGINEER'S and OWNER'S review, approval and processing for payment of the Pay Application shall reset once the CONTRACTOR re-submits a corrected Application for Payment. ENGINEER'S or OWNER'S Notification of Error to CONTRACTOR that a bona fide dispute for payment exists shall include a list of the specific reasons for nonpayment or required corrections. 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 project management system and signed with the appropriate electronic signatures as provided for in the software. 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. Upon receipt of a Correct and Approved Application for Payment 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 09 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 06-2022 00700-23 of 36 72 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 CONTRACTOR'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 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 final 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 Punchhst 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 final payment; (c) CONTRACTOR delivers to OWNER a certificate evidencing that insurance required by the Contract Documents to remain in force after final payment is 06-2022 00700-24 of 36 73 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 final 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, (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 matenals, equipment or Work which is 06-2022 00700-25 of 36 74 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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. 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 m 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 612 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; (0 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, 06-2022 00700-26 of 36 75 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (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 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. 06-2022 00700-27 of 36 76 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT (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 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 06 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 06-2022 00700-28 of 36 77 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 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 final 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." 06-2022 00700-29 of 36 78 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 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 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 CONTRACTOR'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 final 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 final 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 final 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. 06-2022 00700-30 of 36 79 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT CONTRACTOR shall continue to diligently prosecute the Work notwithstanding any pending claim, dispute, or dispute resolution process between OWNER and CONTRACTOR. 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 06-2022 00700-31 of 36 80 CITY OF PEARLAND 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 06-2022 00700-32 of 36 81 CITY OF PEARLAND 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 06-2022 00700-33 of 36 82 CITY OF PEARLAND 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 OWNER'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 Pnce. The compensation provided herein shall be CONTRACTOR's sole and exclusive remedy arising out of a termination for convenience. 06-2022 00700-34 of 36 83 CITY OF PEARLAND 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 final 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, 06-2022 00700-35 of 36 84 CITY OF PEARLAND 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. 06-2022 00700-36 of 36 85 CITY OF PEARLAND 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 86 CITY OF PEARLAND GENERAL CONDITIONS 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." I. 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 employees of the person providing services on the project, for the duration of the Project: 05/2007 00700-A2 87 CITY OF PEARLAND 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 88 CITY OF PEARLAND 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 00700-B 1 89 CITY OF PEARLAND 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 00700-B2 90 CITY OF PEARLAND 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 00700-B3 91 CITY OF PEARLAND 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 92 CITY OF PEARLAND 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 any of 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-C 1 93 CITY OF PEARLAND 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 94 CITY OF PEARLAND 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. ISO form CG 20 10 11 85, or u. ISO form CG 20 26 11 85, or in. 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 95 CITY OF PEARLAND 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 96 CITY OF PEARLAND 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 97 CITY OF PEARLAND 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, backfillmg 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 in. 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 vin. 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 98 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT material reduction—60 days prior written notice to each insured xii. Occupancy clause, as required in F, Included below xii. 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 xvii. 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, B or V 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 final 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. c, 10-2012 00700-C7 99 CITY OF PEARLAND 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 100 CITY OF PEARLAND 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 101 CITY OF PEARLAND 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. 1 10-2012 00700-C10 102 DATE(MM/DDIYYYI� ACCORD® CERTIFICATE OF LIABILITY INSURANCE 4/( M/DD/ 27/2023 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 1 -;PRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. 1ORTANT 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 may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Jeanna Coddington Arthur J Gallagher Risk Management Services, LLC PHONE FAX Not:281-655 6791 1900 West Loop South (AMC.No.Ext): 281-655-6790 Suite 1600 ADDARESS: Houston TX 77027 INSURER(S)AFFORDING COVERAGE NAIC# INSURER A.AXIS Surplus Insurance Company 26620 INSURED RCONSTR-01 INSURER B. Everest Premier Insurance Company 16045 R Construction Company PO Box 189 INSURERC.Everest National Insurance Company 10120 Buffalo,TX 75831 INSURER D. INSURER E. INSURER F. COVERAGES CERTIFICATE NUMBER:1063244767 REVISION NUMBER: 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 CONTRACT OR 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. INSRL TYPE OF INSURANCE ADDLs w POLICY NUMBER Sop POLICY EFF POLICY EXP LIMITS (MMIDDIYYYY) (MM/DD/YYYY) B X COMMERCIAL GENERAL LIABILITY Y EN6GL00145-231 5/1/2023 5/1/2024 EACH OCCURRENCE $1,000,000 CLAIMS-MADE X OCCUR DAMAGE TO RENTED PREMISES(Ea occurrence) $100,000 MED EXP(Any one person) $5,000 PERSONAL&ADV INJURY $1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $2,000,000 X POLICY X JECT LOC PRODUCTS COMP/OP AGG $2,000,000 OTHER: $ I AUTOMOBILE LIABILITY EN6CA00261-231 5/1/2023 5/1/2024 (ECOMBIaaccident)NEDSINGLELIMIT $1,000,000 X ANY AUTO BODILY INJURY(Per person) $ OWNED SCHEDULED AUTOS ONLY AUTOS BODILY INJURY(Per accident) $ x HIRED X NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY (Per accident) $ C X UMBRELLA LIAB X OCCUR EN6EX00130-231 5/1/2023 5/1/2024 EACHOCCURRENCE $5,000,000 EXCESS LIAB CLAIMS-MADE AGGREGATE $5,000,000 DED X RETENTION$1 n,nrin $ C WORKERS COMPENSATION EN6WC00166-231 5/1/2023 5/1/2024 X STATUTE ERH AND EMPLOYERS'LIABILITY Y I N ANYPROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $1,000,000 OFFICER/MEMBEREXCLUDED? N/A (Mandatory In NH) E.L.DISEASE EA EMPLOYEE $1,000,000 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE POLICY LIMIT $1,000,000 A Contractors Pollution Liability EMP20002087-04 5/1/2023 5/1/2024 Limit $1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES (ACORD 101,Additional Remarks Schedule,may be attached if more space is required) RE:RE:RCC Job No.723027-Bailey Road Expansion-Veterans Drive to State Highway 35 Construction Contract I Project No. TR1904 City of Pearland is included as additional insured on the General Liability policy as required by written contract. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. City of Pearland 35 Liberty Drive AUTHORIZEDD PRESENTATIVE I Pearar land TX 77581 t I ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD AGENCY CUSTOMER ID: RCONSTR-01 LOC#• AR o ADDITIONAL REMARKS SCHEDULE Page 1 of 1 AGENCY NAMED INSURED Arthur J.Gallagher Risk Management Services, Inc. R Construction Company POLICY NUMBER PO Box 189 Buffalo,TX 75831 CARRIER NAIC CODE EFFECTIVE DATE: 05/01/2023 ADDITIONAL REMARKS THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, FORM NUMBER: 25 FORM TITLE. CERTIFICATE OF LIABILITY INSURANCE *Contractors Equipment/Installation Floater Contractors Equipment:$111,455,662 Installation Floater$500,000 *Auto Comprehensive&Collision Deductibles: $5,000,except$10,000 for Heavy, Extra Heavy,Truck tractors and extra heavy truck tractors. *Equipment Deductible: $2,500 for equipment losses up to$100,000 $5,000 for equipment losses over$100k to$250k $10,000 for equipment losses over$250k to$500k $25,000 for equipment losses over$500k $50,000 for Drill Rigs&Cranes over$750k $100,000 for Horizontal/Tub Grinders $1,000 for any loss concerning tools { ACORD 101 (2008/01) ©2008 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD AGENCY CUSTOMER ID: RCONSTR-01 LOC#' A ADDITIONAL REMARKS SCHEDULE Page 1 of- 1 Y NAMED INSURED it J Gallagher Risk Management Services,Inc. R Construction Company POLICY NUMBER PO Box 189 Buffalo,TX 75831 CARRIER NAIC CODE EFFECTIVE DATE: 05/01/2023 ADDITIONAL REMARKS THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, FORM NUMBER: 25 FORM TITLE. CERTIFICATE OF LIABILITY INSURANCE Pursuant to and subject to the policy's terms,definitions,conditions,and exclusions,if written contract between the insured and the Certificate Holder(s)or other Additional Interest(s)applies,the following endorsement forms may apply General Liability Blanket Additional Insured-Per Written Contract-Form ECG 20 506 04/02 Blanket Additional Insured-Per Written Contract-Ongoing Operation-Form ECG 20 636 Completed Operations-Form ECG 20 640 Primary and Non-Contributory-Form ECG 24 520 04/02 Blanket Waiver of Subrogation-Per Written Contract-Form ECG 24 522 04/02 Sudden and Accidental Pollution-Form ECG 04 823 03/17 Blanket Notice of Cancellation 30 days-Form ECGOO 620 04/14 Auto Liability Blanket Additional Insured-Per Written Contract-Form 04 521 04/14 Blanket Waiver of Subrogation-Per Written Contract-Form ECA 24 503 02/14 MCS 90 Included Blanket Notice of Cancellation 30 Days-Form ECA 02 505 04/14 Primary and Non-Contributory-Form ECA 24 509 04/14 ers Compensation: et Waiver of Subrogation-Per Written Contract-Form WC 42 03 04 B 06/14 Alternate Employer Endorsement-Form WC00 03 01 A 02/89 Alternate Employer Endorsement-Form WC00 03 01 04/84 Blanket Notice of Cancellation 30 days-Form WC 99 06 76 04/11 Umbrella: Follow Form Contractors Pollution Liability Additional Insured-Form PGI EL 018 0210 Waiver of Subrogation-Form PGI EL 019 0210 30 day Notice of Cancellation-Form PGI EL 049 0718 Primary and Non-Contributory-Form PGI EL 020 0210 ACORD 101 (2008/01) ©2008 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD Policy# EN6GL00145-231 COMMERCIAL GENERAL LIABILITY ECG 20 506 04 02 THIS ENDORSEMENT CHANGES THE COVERAGE PART. PLEASE READ IT CAREFULLY. ADDITIONAL INSURED - AUTOMATIC STATUS WHEN REQUIRED IN A WRITTEN AGREEMENT WITH YOU This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART A. Section II — Who Is An Insured is amended to include as an insured any person or organization with whom you have a written agreement that such person or organization be added as an additional insured on your Coverage Part. Such person or organization is an additional insured only with respect to liability arising out of your operations. The insurance afforded by this endorsement shall only include the insurance required by the terms of the written agreement and only to the extent covered within the terms of this Coverage Part. The Limits of Insurance shall be the lesser of the Limits of Insurance required by the written agreement between the parties or the Limits of Insurance provided by this Coverage Part. ECG 20 506 04 02 Includes copyrighted material of Insurance Services Office, Inc., Page 1 of 1 0 with its permission. POLICY NUMBER. EN6GLOO145-231 COMMERCIAL GENERAL LIABILITY ECG 20 636 05 18 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. ADDITIONAL INSURED - OWNERS, LESSEES OR CONTRACTORS - SCHEDULED PERSON OR ORGANIZATION This endorsement modifies insurance provided under the following COMMERCIAL GENERAL LIABILITY COVERAGE PART SCHEDULE Name of Person or Organization Any person or organization that entered into a written contract with the Named Insured requiring such person(s)or organization(s) to be included as an additional insured (If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) A. Section II —Who Is An Insured is amended to (1) All work, including materials, parts or include as an insured the person or organization equipment furnished in connection with shown in the Schedule, but only with respect to such work, on the project (other than liability arising out of your ongoing operations service, maintenance or repairs) to be performed for that insured performed by or on behalf of the B. With respect to the insurance afforded to these additional insured(s) at the site of the additional insureds, the following exclusion is covered operations has been added: completed; or 2. Exclusions (2) That portion of"your work"out of which I to "bodilythe injury or damage arises has been This insurance does not apply y put to its intended use by any person injury"or"property damage"occurring after or organization other than another contractor or subcontractor engaged in performing operations for a principal as a part of the same project. ECG 20 636 05 18 Copyright, Everest Reinsurance Company, 2018 Page 1 of 1 Includes copyrighted material of ISO Properties, Inc., used with its permission. POLICY NUMBER EN6GL00145-231 COMMERCIAL GENERAL LIABILITY ECG 20 640 09 18 THIS ENDORSEMENT CHANGES THE POLICY PLEASE READ IT CAREFULLY ADDITIONAL INSURED - OWNERS, LESSEES OR CONTRACTORS - COMPLETED OPERATIONS This endorsement modifies insurance provided under the following. COMMERCIAL GENERAL LIABILITY COVERAGE PART SCHEDULE Name of Person or Organization Any Person or Organization that entered into a written contract with the Named insured requiring such persons) or organization(s)to be included as an additional insured. Location And Description of Completed Operations. Additional Premium Included (If no entry appears above information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) Section II — Who Is An Insured is amended to include as an insured the person or organization shown in the Schedule. but only with respect to liability arising out of"your work"at the location designated and described in the schedule of this endorsement performed for that insured and included in the"products-completed operations haz- ard" ECG 20 640 09 18 Copyright, Everest Reinsurance Co , 2018 Page 1 of,1 Includes copyrighted,material of Insurance Services Office Inc., with its permission. ENT,„;cry Policy# EN6GL00145-231 COMMERCIAL GENERAL LIABILITY ECG 24 522 04 02 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. WAIVER OF TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US This endorsement modifies insurance provided under the following. COMMERCIAL GENERAL LIABILITY COVERAGE PART SCHEDULE Name of Person or Organization. Blanket (If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) The TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US Condition (Section IV — COMMERCIAL GENERAL LIABILITY CONDITIONS) is amended by the addition of the following: We waive any right of recovery we may have against the person or organization shown in the Schedule above because of payments we make for injury or damage arising out of your operations or "your work" done under a written agreement that requires you to waive your rights of recovery The written agreement must be made prior to the date of the "occurrence" This waiver applies only to the person or organization shown in the Schedule above. ECG 24 522 04 02 Includes copyrighted material of Insurance Services Office, Page 1 of 1 CI Inc.,'with its permission. 9 Policy# EN6GL00145-231 COMMERCIAL GENERAL LIABILITY ECG 24 520 04 02 THIS ENDORSEMENT CHANGES THE POLICY PLEASE READ IT CAREFULLY. AMENDMENT - OTHER INSURANCE (PRIMARY NONCONTRIBUTORY) This endorsement modifies insurance provided under the following. COMMERCIAL GENERAL LIABILITY COVERAGE PART A. Paragraph a. Primary Insurance of 4 Other Insurance of SECTION IV COMMERCIAL GENERAL LIABILITY CONDITIONS is replaced by the following: a. Primary Insurance This insurance is primary except when b. below applies. If this insurance is primary, our obligations are not affected unless any of the other insurance is also primary Then, we will share with all that other insurance by the method described in c. below, except that we will not seek contribution from any party with whom you have agreed in a written contract or agreement that this insurance will be primary and noncontributory, if the written contract or agreement was made prior to the subject "occurrence"or offense. ECG 24 520 04 02 Includes copyrighted material of Insurance Services Office, Inc., Page 1 of 1 El with its permission. Policy# EN6GL00145-231 COMMERCIAL GENERAL LIABILITY ECG 04 823 03 17 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. AMENDED POLLUTION EXCLUSION TO INCLUDE SUDDEN AND ACCIDENTAL POLLUTION COVERAGE This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART Exclusion f under Paragraph 2., Exclusions of Section I—Coverage A—Bodily Injury And Property Damage Liability is replaced by the following: This insurance does not apply to: f. Pollution (1) "Bodily injury" or "property damage" arising out of the actual, alleged or threatened discharge, dispersal, seepage, migration, release or escape of"pollutants"at any time. (2) Any loss, cost or expense arising out of any (a) Request, demand, order or statutory or regulatory requirement that any insured or others test for, monitor, clean up, remove, contain, treat, detoxify or neutralize, or in any way respond to, or assess the effects of"pollutants"; or (b) Claim or "suit" by or on behalf of a governmental authority for damages because of testing for, monitoring, cleaning up, removing, containing, treating, detoxifying or neutralizing, or in any way responding to, or assessing the effects of"pollutants" However, this paragraph does not apply to liability for damages because of "property damage" that the insured would have in the absence of such request, demand, order or statutory or regulatory requirement, or such claim or"suit"by or on behalf of a governmental authority (3) Paragraph (1) of this exclusion does not apply to "bodily injury" or "property damage" arising out of heat, smoke or fumes from a "hostile fire" at or from any premises, site or location which is or was at any time owned or occupied by, or rented or loaned to, any insured. This applies only when such premises, site or location has never at any time been used by anyone for the handling, storage, disposal, processing or treatment of waste. (4) This exclusion does not apply to "bodily injury" or "property damage" caused by an unexpected or unintentional discharge, dispersal, seepage, migration, release or escape of "pollutants" provided such discharge, dispersal, seepage, migration, release or escape of"pollutants (a) Was sudden and accidental and was neither expected nor intended or reasonably foreseeable from the standpoint of the insured; (b) Results directly from insured operations; (c) Can be identified as commencing at an identified time and date during the policy period listed on the Declarations Page and at an identified place; (d) Commences and ends at an identified time within a thirty(30)day period, (e) Is reported to us no later than ninety(90)days after commencement of such condition; (f) Did not result from the insured's intentional or willful violation of any governmental statute, rule or regulation. (5) With respect to coverage afforded by this endorsement, you must see to it that we are notified no later than 90 days after an unexpected or unintentional discharge, dispersal, seepage, migration, release or escape of"pollutants"is discovered that may result in a claim or"suit" To the extent possible, notice shall contain: ECG 04 823 03 17 Copyright, Everest Reinsurance Company, 2017 Page 1 of 2 Includes copyrighted material of Insurance Services Office, Inc. used with its permission Policy# EN6GL00145-231 (a) How, when and where the unexpected or unintentional discharge, dispersal, seepage, migration, release or escape of"pollutants"took place, (b) The names and addresses of any injured persons and witnesses; and (c) The nature and location of any injury or damage that results from the unexpected or unintentional discharge, dispersal, seepage, migration, release or escape of"pollutants" ECG 04 823 03 17 Copyright, Everest Reinsurance Company, 2017 Page 2 of 2 0 Includes copyrighted material of Insurance Services Office, Inc. used with its permission Policy# EN6GL00145-231 COMMERCIAL GENERAL LIABILITY ECG 00 620 04 14 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. NOTICE OF CANCELLATION BY US TO THIRD PARTY - BLANKET This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART Schedule 30 days before the effective date of cancellation by us we will mail or deliver notice to any additional insured or"certificate holder" under this Coverage Part: The following Condition is added to the policy. You agree that as a condition precedent for us Notice of Cancellation by Us to Third Party providing such notice, you will: 1 If we cancel this policy for any reason other a. Provide us with a complete list of each than non-payment of premium, notice of additional insured or "certificate" holder, cancellation of not less than the number of including appropriate designees and days shown in the Schedule will be mailed or complete mailing addresses; delivered to any third party identified in the list b. Provide the list to us no less than 7 days from you have provided to us as described below the date we request it; and 2. We will mail or deliver our notice to the third c. Notify us of any changes to the list within 5 party at the address shown in the list you business days of such change. have provided to us. 3. If notice is mailed, proof of mailing will be For the purpose of this endorsement, "certificate" sufficient proof of notice. shall mean a certificate of insurance issued as 4 We will not notify the third party if cancellation evidence of this insurance. is at your request. 5 We will not notify the third party in the event of non-renewal. 6. We will not notify the third party if cancellation is due to non-payment of premium. 7 We will not notify any third party not contained on the list you have provided to us. 8. Our failure to notify the third party does not invalidate cancellation as respects you ECG 00 620 04 14 Copyright, Everest Reinsurance Company, 2014 Page 1 of 1 Includes copyrighted material of Insurance Services Office, Inc., used with its permission Policy# EN6CA00261-231 COMMERCIAL AUTO ECA 04 521 04 14 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. ADDITIONAL INSURED - DESIGNATED ORGANIZATION This endorsement modifies insurance provided under the following: BUSINESS AUTO COVERAGE PART SCHEDULE Name Of Additional Insured Organization ALL ORGANIZATIONS THAT ARE REQUIRED BY WRITTEN CONTRACT WITH THE NAMED INSURED TO BE NAMED AS AN ADDITIONAL INSURED ON THIS POLICY WITH REGARD TO THEIR OPERATION, MAINTENANCE, OR USE OF A COVERED"AUTO" Information required to complete this Schedule, if not shown above,will be shown in the Declarations. The following is added to the Who Is An Insured B. Is executed after the date of"loss" paragraph under Section II—Liability Coverage: This paragraph does not apply if The organization shown in the Schedule with respect 1 The terms and conditions of the written to the operation, maintenance, or use of a covered "insured contract" had been agreed upon prior "auto" if you are required to add such organization to to the"accident"or"loss"; and this policy as an additional insured in order to comply with the terms of a written "insured contract" or written 2. You can definitively establish that the terms agreement. This does not apply when such contract and conditions of the written "insured contract" or agreement: ultimately executed are the same as those which had been agreed upon prior to the A. Involves the owner or anyone else from whom you "accident"or`loss" hire or borrow a covered "auto" unless it is a "trailer"connected to a covered "auto"you own, or ECA 04 521 04 14 Copyright, Everest Reinsurance Company, 2014 Page 1 of 1 Includes copyrighted material of Insurance Services Office, Inc., used with its permission Policy# EN6CA00261-231 J COMMERCIAL AUTO ECA 24 503 02 14 THIS ENDORSEMENT CHANGES THE POLICY PLEASE READ IT CAREFULLY. WAIVER OF TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US This endorsement modifies insurance provided under the following. AUTO DEALERS COVERAGE FORM BUSINESS AUTO COVERAGE FORM MOTOR CARRIER COVERAGE FORM SCHEDULE Name of Person or Organization. ALL ORGANIZATIONS THAT ARE REQUIRED BY WRITTEN CONTRACT (If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) The TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US Condition is amended by the addition of the following We waive any right of recovery we may have against the person or organization shown in the Schedule above because of payments we make for an "accident" or "loss", provided that you are required under a written agreement to waive your rights of recovery The written agreement must be made prior to the date of the "accident"or"loss" This waiver applies only to the person or organization shown in the Schedule above. ECA 24 503 02 14 Copyright, Everest Reinsurance Company, 2014 Page 1 of 1 El Includes copyrighted material of Insurance Services Office, Inc., used with its permission Policy# EN6CA00261-231 COMMERCIAL AUTO ECA 24 509 04 14 THIS ENDORSEMENT CHANGES THE POLICY PLEASE READ IT CAREFULLY. PRIMARY AND NONCONTRIBUTORY - OTHER INSURANCE CONDITION - BLANKET This endorsement modifies insurance provided under the following BUSINESS AUTO COVERAGE PART Paragraph c. of the Other Insurance General Condition is replaced by the following. c. Regardless of the provisions of Paragraph a. above, this Coverage Form's Liability Coverage is primary and we will not seek contribution from any other insurance for any liability assumed under an "insured contract" that requires liability to be assumed on a primary noncontributory basis. Additionally, only the coverage and limit of insurance requirements of the "insured contract" shall apply, and in no event shall those requirements exceed the coverage and limits of insurance provided under this policy ECA 24 509 04 14 Copyright, Everest Reinsurance Company, 2014 Page 1 of 1 Includes copyrighted material of Insurance Services Office, Inc., used with its permission Policy# EN6CA00261-231 COMMERCIAL AUTO ECA 02 505 04 14 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. NOTICE OF CANCELLATION BY US TO THIRD PARTY - BLANKET This endorsement modifies insurance provided under the following BUSINESS AUTO COVERAGE PART Schedule 30 days before the effective date of cancellation by us we will mail or deliver notice to any additional insured or"certificate holder" under this Coverage Part: The following Condition is added to the policy- You agree that as a condition precedent for us Notice of Cancellation By Us To Third Party providing such notice,you will: 1 If we cancel this policy for any reason other a. Provide us with a complete list of each than non-payment of premium, notice of additional insured or "certificate" holder, cancellation of not less than the number of including appropriate designees and days shown in the Schedule will be mailed or complete mailing addresses; delivered to any third party identified in the list b. Provide the list to us no less than 7 days from you have provided to us as described below the date we request it; and 2. We will mail or deliver our notice to the third c. Notify us of any changes to the list within 5 party at the address shown in the list you business days of such change. have provided to us. 3. If notice is mailed, proof of mailing will be For the purpose of this endorsement, "certificate" sufficient proof of notice. shall mean a certificate of insurance issued as 4 We will not notify the third party if cancellation evidence of this insurance. is at your request. 5. We will not notify the third party in the event of non-renewal. 6. We will not notify the third party if cancellation is due to non-payment of premium. 7 We will not notify any third party not contained on the list you have provided to us. 8. Our failure to notify the third party does not invalidate cancellation as respects)you. ECA 02 505 04 14 Copyright, Everest Reinsurance Company, 2014 Page 1 of 1 Includes copyrighted material of Insurance Services Office, Inc., used with its permission POLICY NUMBER. EMP20002087-04 ADDITIONAL INSURED ENDORSEMENT This endorsement changes the Policy Please read it carefully This endorsement modifies insurance provided under the following• CONTRACTORS POLLUTION LIABILITY COVERAGE Name of Person or Organization Any person(s) or organization(s)whom the Named Insured agrees, in a written contract,to name as an additional insured As required by written contract. The person or organization shown in this Schedule is included as an insured, but only with respect to that person's or organization's liability arising out of COVERED OPERATIONS performed for that insured PGI EL 018 0210 Page 1 of 1 POLICY EMP20002087-04 WAIVER OF SUBROGATION ENDORSEMENT This endorsement changes the Policy Please read it carefully This endorsement modifies insurance provided under the following: PROFESSIONAL LIABILITY COVERAGE CONTRACTORS POLLUTION LIABILITY COVERAGE SCHEDULE Name of Person or Organization: • Any person(s) or organization(s) to whom the Named Insured agrees, in a written contract, to provide a waiver of subrogation. However, this status exists only for the project specified in that contract. The Company waives any right of recovery it may have against the person or organization shown in the above Schedule because of payments the Company makes for injury or damage arising out of the insured's work done under a contract with that person or organization. The waiver applies only to the person or organization in the above Schedule. Under no circumstances shall this endorsement act to extend the policy period, change the scope of coverage or increase the Aggregate Limits of Insurance shown in the Declarations. PGI EL 019 0210 Page 1 of 1 WORKERS COMPENSATION AND EMPLOYERS LIABILITY INSURANCE POLICY WC 00 03 01 (Ed 4-84) ALTERNATE EMPLOYER ENDORSEMENT This endorsement applies only with respect to bodily injury to your employees while in the course of special or temporary employment by the alternate employer in the state named in the Schedule. Part One(Workers Compensation Insurance)and Part Two (Employers Liability Insurance)will apply as though the alternate employer is insured. Under Part One (Workers Compensation Insurance)we will reimburse the alternate employer for the benefits required by the workers compensation law if we are not permitted to pay the benefits directly to the persons entitled to them The insurance afforded by this endorsement is not intended to satisfy the alternate employer's duty to secure its obligations under the workers compensation law We will not file evidence of this insurance on behalf of the alternate employer with any government agency We will not ask any other insurer of the alternate employer to share with us a loss covered by this endorsement. Premium will be charged for your employees while in the course of special or temporary employment by the alternate employer The policy may be canceled according to its terms without sending notice to the alternate employer Part Four(Your Duties If Injury Occurs)applies to you and the alternate employer The alternate employer will recognize our right to defend under Parts One and Two and our right to inspect under Part Six. Schedule State of Special or Alternate Employer Address Temporary Employment ANY ALTERNATE EMPLOYER OF YOUR EMPLOYEES This endorsement changes the policy to which it is attached and is effective on the date issued unless otherwise stated. (The information below is required only when this endorsement is issued subsequent to preparation of the policy.) Endorsement Effective Policy No.EN6WC00166-231 Endorsement No. Insured R Construction Co. Premium Insurance Company Countersigned by WC 00 03 01 (Ed.4-84) ©1984 National Council on Compensation Insurance. WORKERS COMPENSATION-AND EMPLOYERS LIABILITY INSURANCE POLICY WC 99 06 76 , (Ed.04-11) NOTICE OF CANCELLATION TO DESIGNATED PERSON OR ORGANIZATION If we cancel this policy for any statutorily permitted reason other than nonpayment of premium, we shall endeavor to mail or deliver a written notice in accordance with state law to the person or organization shown in the Schedule below Proof of mailing will be sufficient proof of such notice. This endorsement shall not operate directly or indirectly to benefit any person or organization not named in the schedule below 1 , SCHEDULE Designated Person or Organization Blanket where required by written contract. Designated Person or Organization Address: Contract, Permit or Job Number Number of Days Notice. 30 All other terms and conditions of this policy remain unchanged This endorsement changes the policy to which it is attached and is effective on the date issued unless otherwise stated. (The information below is required only when this endorsement is issued subsequent to preparation of the policy.) Endorsement Effective Policy No.EN6WC00166-231 Endorsement No. Insured R Contruction Company Premium Insurance Company Countersigned by WC 99 06 76 (Ed.04-11) Copyright,Everest Reinsurance Company,2011 Includes copyrighted material of National Council on Compensation Insurance,Inc.used with its permission. WORKERS COMPENSATION AND EMPLOYERS LIABILITY INSURANCE POLICY WC 42 03 04 B (Ed 6-14) TEXAS WAIVER OF OUR RIGHT TO RECOVER FROM OTHERS ENDORSEMENT This endorsement applies only to the insurance provided by the policy because Texas is shown in Item 3.A. of the Information Page. We have the right to recover our payments from anyone liable for an injury covered by this policy We will not enforce our right against the person or organization named in the Schedule, but this waiver applies only with respect to bodily injury arising out of the operations described in the Schedule where you are required by a written contract to obtain this waiver from us. This endorsement shall not operate directly or indirectly to benefit anyone not named in the Schedule. The premium for this endorsement is shown in the Schedule. Schedule 1 ( )Specific Waiver Name of person or organization ( X)Blanket Waiver Any person or organization for whom the Named Insured has agreed by written contract to furnish this waiver 2. Operations: 3. 'Premium. The premium charge for this endorsement shall be percent of the premium developed on payroll in connection with work performed for the above person(s)or organization(s)arising out of the operations described. 4 Advance Premium: This endorsement changes the policy to which it is attached and is effective on the date issued unless otherwise stated. (The information below is required only when this endorsement is issued subsequent to preparation of the policy.) Endorsement Effective 5/1/2022 Policy No.EN6WC00166-231 Endorsement No. Insured Premium Insurance Company Countersigned by WC 42 03 04 B (Ed.6-14) ©Copyright 2014 National Council on Compensation Insurance,Inc.All Rights Reserved. WORKERS COMPENSATION AND EMPLOYERS LIABILITY INSURANCE POLICY WC 00 03 01 (Ed 4-84) ALTERNATE EMPLOYER ENDORSEMENT This endorsement applies only with respect to bodily injury to your employees while in the course of special or temporary employment by the alternate employer in the state named in the Schedule. Part One (Workers Compensation Insurance)and Part Two (Employers Liability Insurance)will apply as though the alternate employer is insured Under Part One (Workers Compensation Insurance)we will reimburse the alternate employer for the benefits required by the workers compensation law if we are not permitted to pay the benefits directly to the persons entitled to them The insurance afforded by this endorsement is not intended to satisfy the alternate employer's duty to secure its obligations under the workers compensation law We will not file evidence of this insurance on behalf of the alternate employer with any government agency We will not ask any other insurer of the alternate employer to share with us a loss covered by this endorsement. Premium will be charged for your employees while in the course of special or temporary employment by the alternate employer The policy may be canceled according to its terms without sending notice to the alternate employer Part Four(Your Duties If Injury Occurs)applies to you and the alternate employer The alternate employer will recognize our right to defend under Parts One and Two and our right to inspect under Part Six. Schedule State of Special or Alternate Employer Address Temporary Employment ANY ALTERNATE EMPLOYER OF YOUR EMPLOYEES This endorsement changes the policy to which it is attached and is effective on the date issued unless otherwise stated. (The information below is required only when this endorsement is issued subsequent to preparation of the policy.) Endorsement Effective Policy No.EN6WC00166-231 Endorsement No. Insured Premium Insurance Company Countersigned by WC 00 03 01 (Ed.4-84) ©1984 National Council on Compensation Insurance. WORKERS COMPENSATION AND EMPLOYERS LIABILITY INSURANCE POLICY WC 99 06 76 (Ed.04-11) NOTICE OF CANCELLATION TO DESIGNATED PERSON OR ORGANIZATION If we cancel this policy for any statutorily permitted reason other than nonpayment of premium, we shall endeavor to mail or deliver a written notice in accordance with state law to the person or organization shown in the Schedule below Proof of mailing will be sufficient proof of such notice. This endorsement shall not operate directly or indirectly to benefit any person or organization not named in the schedule below SCHEDULE Designated Person or Organization Blanket where required by written contract. Designated Person or Organization Address: Contract, Permit or Job Number Number of Days Notice. 30 All other terms and conditions of this policy remain unchanged This endorsement changes the policy to which it is attached and is effective on the date issued unless otherwise stated. (The information below is required only when this endorsement is issued subsequent to preparation of the policy.) Endorsement Effective Policy No.EN6WC00166-231 Endorsement No. Insured R Contruction Company Premium Insurance Company Countersigned by WC990676 (Ed.04-11) Copyright,Everest Reinsurance Company,2011 Includes copyrighted material of National Council on Compensation Insurance,Inc.used with its permission. ' FORM MCS-90 OMB No.:2126.0008 Expiration: 05/31/2024 USDOT Number Date Received: Please note,the expiration date as stated on this form relates to the process for renewing the Information Collection Request for this form,with the Office of'Management and Budget.This requirement to collect information as requested on this form does not expire. For questions,please contact the Office of Registration and Safety Information,Registration,Licensing,and Insurance Division. A Federal Agency may not conduct or sponsor,and a person is not required to respond to,nor shall a person be subject to a penalty tor failure to comply with a collection of information subject to the requirements of the Paperwork Reduction Act unless that collection of information displays a current valid OMB Control Number.The OMB Control Number for this information collection is 2126-0008,Public reporting for this collection of information is estimated to be approximately 2 minutes per response,including the time for reviewing instructions,gathering the data needed,and completing and reviewing the collection of information.All responses to this collection of information are mandatory.Send comments regarding this burden estimate or any other aspect of this collection ofintormation,including suggestions for reducing this burden to:information Collection Clearance Officer.Federal Motor Carrier Satety Administration,MC-RRA,Washington,D.C.20590. At United States Department of Transportation Federal Motor Carrier Safety Administration Endorsement for Motor Carrier Policies of Insurance for Public Liability under Sections 29 and 30 of the Motor Carrier Act of 1980 FORM MCS-90 (Motor Carrier name Issued to R Construction Company of Texas (Motor Carrier state or province Dated at 4:00 Dm on this 79_day of April , 2022 Amending Policy Number EN6WC00166-231 Effective Date. 05/01/2023 Name of Insurance Company. EVEREST NATIONAL INSURANCE COMPANY Countersigned by: L ?authorized company representative) The policy to which this endorsement is attached provides primary or excess insurance,as indicated for the limits shown,(check only one): C) This insurance is primary and the company shall not be liable for amounts in excess of$ 1.000.000.00 for each accident. 0 This insurance is excess and the company shall not be liable for amounts m excess of$ for each accident in excess of the underlying limit of S for each accident. Whenever required by the Federal Motor Carrier Safety Administration(FMCSA),the company agrees to furnish the FMCSA a duplicate of said policy and all its endorsements.The company also agrees,upon telephone request by an authorized representative of the FMCSA, to verify that the policy is in force as of a particular date.The telephone number to call is: 908-604-3000 Cancellation of this endorsement may be effected by the company or the insured by giving(1)thirty-five(35)days notice in writing to the other party(said 35 days notice to commence from the date the notice is mailed,proof of mailing shall be sufficient proof of notice), and(2)if the insured is subject to the FMCSA's registration requirements under 49 U.S.C.13901,by providing thirty(30)days notice to the FMCSA(said 30 days notice to commence from the date the notice is received by the FMCSA at its office in Washington,DC). Filings must be transmitted online via the Internet at http://www.fmcsa.dot.gov/urs. (continued on next page) FORM MCS-90 Page 1 of 3 Rev 6/3/2021 FORM MCS-90 OMB No..2126-0008 Expiration:05/31/2024 DEFINITIONS AS USED IN THIS ENDORSEMENT Accident includes continuous or repeated exposure to conditions or Environmental Restoration means restitution for the loss,damage, which results in bodily injury,property damage,or environmental or destruction of natural resources arising out of the accidental damage which the insured neither expected nor intended. discharge,dispersal,release or escape into or upon the land, Motor Vehicle means a land vehicle,machine,truck,tractor,trailer, atmosphere,watercourse,or body of water,of any commodity or semitrailer propelled or drawn by mechanical power and used on transported by a motor carrier.This shall include the cost of removal a highway for transporting property,or any combination thereof. and the cost of necessary measures taken to minimize or mitigate damage to human health,the natural environment,fish,shellfish, Bodily Injury means injury to the body,sickness,or disease to any and wildlife. person,including death resulting from any of these. Property Damage means damage to or loss of use of tangible Public Liability means liability for bodily injury,property damage, and environmental restoration. property The insurance policy to which this endorsement is attached or violation thereof,shall relieve the company from liability or provides automobile liability insurance and is amended to assure from the payment of any final judgment,within the limits of compliance by the insured,within the limits stated herein,as a liability herein described,irrespective of the financial condition, motor carrier of property,with Sections 29 and 30 of the Motor insolvency or bankruptcy of the insured.However,all terms, Carrier Act of 1980 and the rules and regulations of the Federal conditions,and limitations in the policy to which the endorsement Motor Carrier Safety Administration(FMCSA). is attached shall remain in full force and effect as binding between In consideration of the premium stated in the policy to which this the insured and the company.The insured agrees to reimburse endorsement is attached,the insurer(the company)agrees to pay, the company for any payment made by the company on account within the limits of liability described herein,any final judgment of any accident,claim,or suit involving a breach of the terms of recovered against the insured for public liability resulting from the policy,and for any payment that the company would not have negligence in the operation,maintenance or use of motor vehicles been obligated to make under the provisions of the policy except subject to the financial responsibility requirements of Sections for the agreement contained in this endorsement. 29 and 30 of the Motor Carrier Act of 1980 regardless of whether It is further understood and agreed that,upon failure of the or not each motor vehicle is specifically described in the policy company to pay any final judgment recovered against the in and whether or not such negligence occurs on any route or in as provided herein,the judgment creditor may maintain an -. any territory authorized to be served by the insured or elsewhere. in any court of competent jurisdiction against the company to Such insurance as is afforded,for public liability,does not apply compel such payment. to injury to or death of the insured's employees while engaged in The limits of the company's liability for the amounts prescribed the course of their employment,or property transported by the in this endorsement apply separately to each accident and any insured,designated as cargo.It is understood and agreed that payment under the policy because of anyone accident shall not no condition,provision,stipulation,or limitation contained in operate to reduce the liability of the company for the payment of the policy,this/endorsement,or any other endorsement thereon, final judgments resulting from any other accident. (continued on next page) FORM MC5-90 Page 2 of 3 FORM MCS-90 OMB No. 2126-0008 Expiration:05/31/2024 ISCHEDULE OF LIMITS — PUBLIC LIABILITY Type of carriage Commodity transported January 1,1985 (1)For-hire(in interstate or foreign commerce,with a Property(nonhazardous) $750,000 gross vehicle weight rating of 10,001 or more pounds). (2)For-hire and Private(in interstate,foreign,or Hazardous substances,as defined in 49 CFR 171.8 $5,000,000 intrastate commerce,with a gross vehicle weight rating transported in cargo tanks,portable tanks,or hopper- of 10,001 or more pounds). type vehicles with capacities in excess of 3,500 water gallons;or in bulk Division 1 1,1.2,and 1.3 materials, Division 2.3,Hazard Zone A,or Division 6.1,Packing Group I,Hazard Zone A material;in bulk Division 2.1 or 2.2;or highway route controlled quantities of a Class 7 material,as defined in 49 CFR 173 403. (3)For-hire and Private(in interstate or foreign Oil listed in 49 CFR 172.101,hazardous waste, $1,000,000 commerce,in any quantity;or in intrastate commerce, hazardous materials,and hazardous substances in bulk only;with a gross vehicle weight rating of defined in 49 CFR 171.8 and listed in 49 CFR 172.101, 10,001 or more pounds). but not mentioned in(2)above or(4)below. (4)For-hire and Private(In interstate or foreign Any quantity of Division 1 1,1.2,or 1.3 material;any $5,000,000 commerce,with a gross vehicle weight rating of less quantity of a Division 2.3,Hazard Zone A,or Division than 10,001 pounds). 6.1,Packing Group I,Hazard Zone A material;or highway route controlled quantities of a Class 7 material as defined in 49 CFR 173 403. "The schedule of limits shown does not provide coverage.The limits shown in the schedule are for information purposes only. FORM MCS-90 Page 3 of 3 CITY OF PEARLAND 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 ram 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 r 08/2018 00800- 1 of 2 103 CITY OF PEARLAND SPECIAL CONDITIONS OF AGREEMENT the number of accepted rain days that exceed 40 rain days per year,proportionate to the original Contract Time General Notes 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 08/2018 00800-2 of 2 104 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 1 TECHNICAL SPECIFICATIONS DIVISION 1 GENERAL REQUIREMENTS 04/2008 105 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 Bailey Road Extension. The limits of the roadway will be from Veterans Drive to approximately 600 feet west of SH 35 The work includes widening Bailey Road by adding lanes 3 &4, a new bridge over a BNSF Railroad,and culverts. The work also includes the removal of existing Asphalt and Concrete Pavement, placement of Concrete Bamers, 10" Concrete Pavement with 6" Curbs, Lime Treated Subgrade, 10' Concrete Sidewalk,-and Pedestrian Ramps. The proposed bndge will be approximately 900 feet long with 23 5 feet of clearance above the railroad and includes 36" Drill Shafts, Reinforced Concrete Slabs,Prestressed Concrete Girders,Bridge and Pedestrian Rail.Drainage improvements include the installation of 24" and 30" Reinforced Concrete Pipes as well as an 8' by 5' Reinforced Concrete Box to be tied into Existing Storm Box, 1 Type C Curb Inlet, 3 Modified Type C Inlets, 7 Type C Stage II Curb Inlets, and a Culvert Headwall.Water improvements include rerouting approximately 2,000 feet of Cowart's Creek to two parallel 8-foot by 5-foot Reinforced Concrete Box Culverts, 600 feet of 6" PVC Waterline with Fire Hydrants,Fittings, Valves, a 24" 08/2016 01100- 1 of2 106 CITY OF PEARLAND SUMMARY OF WORK x 6" TS & V, Service Connects, 47 feet of 14" Auger Steel Casing, and 31 feet of 14" Steel Casing. 1.03 WORK BY OWNER A N/A 1.04 OWNER FURNISHED PRODUCTS A N/A 1.05 WORK SEQUENCE A [provide narrative description of specific work sequence if required or delete] 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 [provide narrative description if required or delete paragraph] 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 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 -NotUsed 3.0 EXECUTION -NotUsed END OF SECTION 08/2016 01100-2 of 2 107 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES Section 01140 CONTRACTOR'S USE OF PREMISES 1.1 GENERAL 1.2 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 1.3 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 1 4 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 may be 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 01/2018 01140- 1 of4 108 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES 1.5 PROPERTIES OUTSIDE OF LIMITS OF CONSTRUCTION A If Contractor's means and methods require the acquisition of Temporary Construction Easements or any access to private property not already included in the above, such access and documentation along with any costs involved shall be the responsibility of the Contractor B 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) as c noted above C 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 without temporary or permanent easements as determined by the Engineer D 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 E 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 ofthe City by a Registered Public Land Surveyor with copies,delivered to the Owner or private property owner 1.6 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 Avid 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. 01/2018 01140-2 of 4 109 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES 1 7 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 orbusinesses. 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 1.8 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. 1.9 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 matenals, 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 01/2018 01140-3of4 110 CITY OF PEARLAND CONTRACTOR'S USE OF PREMISES longer being utilized. E Dispose of waste and excess materials in accordance with requirements of Section 01562—Waste Material Disposal. 110 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 D Level with bank sand or topsoil, conforming to Section 02255—Bedding, Backfill,& Embankment Materials, as approved by the Engineer E 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. F 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. G Water and level newly sodded areas with adjoining turf using steel wheel rollers appropriate for sodding 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 01/2018 01140-4 of 4 111 CITY OF PEARLAND 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 cntena 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. 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 pnces 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- 1 of 3 112 CITY OF PEARLAND 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 pnces 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 3 113 CITY OF PEARLAND MEASUREMENT AND PAYMENT PROCEDURES C Individual Technical Specifications may modify these options or may identify a specific formula or percentage pnce 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 - NotUsed END OF SECTION 05/2007 01200-3 of 3 114 , CITY OF PEARLAND 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 Pnce 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 i 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 4 115 CITY OF PEARLAND CHANGE ORDER PROCEDURES C Proposal for Change shall include, as a minimum, the following information as applicable 1 Onginal 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-matenal 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 compnses 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 appropnate 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 01290-2 of 4 116 CITY OF PEARLAND 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 authonzed by Section 00700 — General Conditions of Agreement, 7 02 "Minor Changes", by issuing supplemental instructions. C Contractor may request clanfication of Plans, Technical Specifications or Contract Documents or other information. Response by the Engineer to a Request for Information does not authonze 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 descnbing 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 pnce 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 pnces as originally bid, subject to provisions of Section 00700—General Conditions of Agreement. B Where unit pnces 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 4 117 CITY OF PEARLAND 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 Pnce 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 authonzed 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 01290-4 of 4 118 CITY OF PEARLAND 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 nonconforrmng 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 Distnbution 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 3 119 CITY OF PEARLAND 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 3 120 CITY OF PEARLAND 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 dunng 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 3 121 CITY OF PEARLAND 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 delivery 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 01350- 1 of 6 122 CITY OF PEARLAND SUBMITTALS 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 nsk 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 pnor 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 ( 01350-2 of 6 123 CITY OF PEARLAND 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 Pnce, 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 shut down 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 for each month and a cumulative total will be indicated. 01/2008 —01350-3 of 6 124 CITY OF PEARLAND 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 accurately and distinctly present the following. a. Field and erection dimensions clearly identified as such. b Arrangement and section views c. Relation to adjacent matenals 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 clanty, identify details by reference to sheet numbers and detail numbers, schedule or room numbers as shown on the Plans. 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 01350-4 of 6 125 CITY OF PEARLAND 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 of the certificate. 01/2008 01350-5 of 6 126 CITY OF PEARLAND 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 Pnor 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 Th 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 01350-6 of 6 127 CITY OF PEARLAND 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 01350-7 of 6 128 CITY OF PEARLAND 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)pnnt 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 pnnts of photographs,for distribution directly to designated parties who will pay the costs for the extra pnnts 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 3 129 CITY OF PEARLAND 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 01380-2 of 3 130 CITY OF PEARLAND 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 3 131 CITY OF PEARLAND 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. f 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 0 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 01420- 1 of 5 132 CITY OF PEARLAND 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 Amencan Wood-Preservers'Association 7735 Old Georgetown Road Bethesda, MD 20014 AWS American Welding Society P O Box 35104 Miami, FL 33135 r AWWA American Water Works Association 6666 West Quincy Avenue Denver, CO 80235 , 02/2008 01420-2 of 5 133 CITY OF PEARLAND REFERENCED STANDARDS CLFMI Chain Link Fence Manufacturers Institute 1101 Connecticut Avenue, N W Washington, DC 20036 I / CRD U.S.A. Corps of Engineers Code of Ordinances City of Pearland 3519 Liberty Dnve 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 PO Box 440 S Yarmouth, MA 02664 IEEE Institute of Electrical and Electronics Engineers 445 Hoes Lane P O Box 1331 Piscataway, NJ 0855-1331 MTh Military Specifications General Services Administration, Specifications Unit (WFSIS) 7th and D Street S W Washington, DC 20406 NACE National Association of Corrosion Engineers P 0 Box 986 Katy, TX 77450 02/2008 01420-3 of 5 134 CITY OF PEARLAND 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 0 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 0 Box 13087 Austin, TX 78711-3087 1 TxDOT Texas Department of Transportation 125 East l lth 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 5 135 CITY OF PEARLAND REFERENCED STANDARDS Dallas, TX 75234 WRI Wire Reinforcement Institute 942 Main Street—Suite 300 Hartford, CT 06103 WWD/PI Water Well Dnllers 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 01420-5 of 5 136 CITY OF PEARLAND 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 matenal 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 2 137 CITY OF PEARLAND 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 i 02/2008 01430-2 of 2 138 CITY OF PEARLAND 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 1 139 CITY OF PEARLAND 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- 1 of 3 140 CITY OF PEARLAND 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 3 141 CITY OF PEARLAND 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 01450-3 of 3 142 CITY OF PEARLAND 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 13730- 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 buildings, tanks, walls,bridges,roads, dams, channels, open drainage,piping,poles, 12-2-2011 01500- 1 of 10 143 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 necessary for 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. 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 12-2-2011 01500-2 of 10 144 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS I 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 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 work and secluded from view insofar as possible. Keep toilets clean and supplied throughout the course of the Work. 12-2-2011 01500-3 of 10 145 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 m stnct 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 the Work. 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 12-2-2011 01500-4 of 10 146 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 penod 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. Locate portable fire extinguishers within 50 feet maximum from any point on the Project Site 12-2-2011 01500-5 of 10 147 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 e. Provide safe barricades and guard rails around openings, for scaffolding, for temporary stairs and ramps, around excavations, elevated walkways, and other hazardous areas. 12-2-2011 01500-6 of 10 148 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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. 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 12-2-2011 01500-7 of 10 149 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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. Piobe 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 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 12-2-2011 01500-8 of 10 150 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 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 entenng 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. 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. f B Employ methods and use matenals which will not adversely affect conditions at the Project Site or adjoining properties. 12-2-2011 01500-9 of 10 151 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 12-2-2011 01500- 10 of 10 152 CITY OF PEARLAND MOBILIZATION Section 01505 MOBILIZATION 1.1 GENERAL 1.2 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) 1.3 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) 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. F For contracts with a duration of less than 120 days,payment for the remaining 50% 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 items listed in B and C above, as applicable. 08/2018 01505- 1 of 1 153 CITY OF PEARLAND MOBILIZATION G Mobilization payments will be subject to Retamage as stipulated in Section 00700 General Conditions of Agreement. 2.1 PRODUCTS 2.2 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. 31 EXECUTION 3.2 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 08/2018 01505- 1 of 1 154 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS Section 01550 STABILIZED CONSTRUCTION EXITS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of erosion and sediment control for Stabilized Construction Exits used during construction and until final development of the Project site. B References to Technical Specifications 1 Section 01350—Submittals 2 Section 01562—Waste Material Disposal 3 Section 01565 —TPDES Requirements 4 Section 01566—Source Controls for Erosion& Sedimentation C Referenced Standards 1 American Society of Testing and Materials (ASTM) a. ASTM D 4632, "Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" 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 in this Section under the provisions of Section 01350 — Submittals. B Manufacturer's catalog sheets and other product data on Geotextile fabric. C Sieve analysis of aggregates conforming to requirements in this Section,2.02"Course Aggregates" 2.0 PRODUCTS 2.01 GEOTEXTILE FABRIC A Provide woven or non-woven geotextile fabric made of either polypropylene, polyethylene, ethylene, or polyamide material. B By ASTM D 4632, geotextile fabric shall have a minimum grab.strength of 270 psi any principal direction, and the equivalent opening size between 50 and 140 C Both the geotextile and threads shall be resistant to chemical attack,mildew, and rot and shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of 6 months of expected usable life at a temperature range of 0°F to 120°F 12/2015 01550- 1 of 3 155 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS D Representative Manufacturers Mirafi, Inc , Or-Equal. 2.02 COARSE AGGREGATES A Coarse aggregate shall consist of crushed stone,gravel,concrete,crushed blast furnace slag,or a combination of these materials. Aggregate shall be composed of clean,hard, durable materials free from adherent coatings, salt, alkali, dirt,clay,loam, shale, soft or flaky materials, or organic and injurious matter B Course aggregates shall be open graded with a size 3"to 6" 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A The Contractor shall provide stabilized construction exits at the construction,staging, parking, storage, and disposal areas to keep the street clean of mud carried by construction vehicle and equipment. Such erosion and sediment controls'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 Maintain existing erosion and sediment control systems located within the Project Site until acceptance of the Work or until directed by the Engineer to remove and discard the existing system. Maintenance shall be performed routinely to remove soil buildup or, as required by the Engineer D Regularly inspect and repair or replace components of stabilized construction exits. Unless otherwise directed, maintain them until the Work is accepted by the Owner Remove stabilized construction exits promptly when directed by the Engineer Discard removed materials in accordance with Section 01562 — Waste Material Disposal. E Equipment and vehicles shall be prohibited by the Contractor from maneuvering on areas outside of dedicated rights-of-way and easements for construction. Damage caused by construction traffic to erosion and sediment control systems, including vegetative systems shall be repaired immediately F Conduct all construction operations under this Contract in conformance with the erosion control practices described in the Section 01566-Source Controls for Erosion & Sedimentation and Section 01565 TPDES Requirements. 3.02 CONSTRUCTION METHODS A Provide stabilized access roads, subdivision roads, parking areas, and other on-site vehicle transportation routes where shown on Plans. 12/2015 01550-2 of 3 156 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS B Provide stabilized construction exits, and truck washing areas when approved by Engineer, of the sizes and locations where shown on Plans or as specified in this Section. C Vehicles leaving construction areas shall have their tires cleaned to remove sediment prior to entrance onto public right-of-way When washing is needed to remove sediment,`Contractor shall construct a truck washing area. Truck washing shall be done on stabilized areas which drain into a drainage system protected by erosion and sediment control measures. D Details for Stabilized Construction Exits are shown on the Plans. Construction of all other stabilized areas shall be to the same requirements. Roadway width shall be at least 14 feet for one-way traffic and 20 feet for two-way traffic and shall be sufficient for all ingress and egress. Furnish and place geotextile fabric as a permeable separator to prevent mixing of coarse aggregate with underlying soil. Exposure of geotextile fabric to the elements between laydown and cover shall be a maximum of 14 days to minimize damage potential. E Roads and parking areas shall be graded to provide sufficient drainage away from stabilized areas. Use sandbags,gravel,boards,or similar methods to prevent sediment from entering public right-of-way, receiving stream or storm water conveyance system. F The stabilized areas shall be inspected and maintained daily Provide periodic top dressing with additional coarse aggregates to maintain'the required depth. Repair and clean out damaged control measures used to trap sediment. All sediment spilled, dropped,washed,or tracked onto public right-of-way shall be removed immediately G The length of the stabilized area shall be as shown on the Plans, but not less than 50 feet. The thickness shall not be less than 8 inches. The width shall not be less than full width of all points of ingress or egress H Stabilization for other areas shall have the same coarse aggregate,thickness,and width requirements as the stabilized construction exit,except where shown otherwise on the Plans. I Stabilized area may be widened or lengthened to accommodate truck washing area when authorized by Engineer J Alternative methods of construction may be utilized when shown on Plans, or when approved by the Engineer END OF SECTION 12/2015 01550-3of3 157 CITY OF PEARLAND STREET SIGNS Section 01554 STREET SIGNS 1.0 GENERAL 1.01 SECTION INCLUDES A Materials, hardware and installation of Traffic Signs B References to Technical Specifications 1 Section 01350—Submittals 2 Section 01140—Contractor's Use of Premises C Referenced Standards 1 Texas Manual on Uniform Traffic Control Devices (Texas MUTCD) 1.02 MEASUREMENT AND PAYMENT A Signs installed or replaced will be measured by the each sign. Signs refurbished will be measured by each sign. B Payment for installation of traffic signs will be on the basis of each sign installed. C The price is full compensation for furnishing and installing new signs and hardware Cost of associated posts, footings, and miscellaneous mounting hardware will not be paid for directly but is to be included in the unit price bid for installation of each traffic sign. D Non-standard signs installed or replaced will be measured by the square foot of the sign face. Non-standard signs shall not be installed without prior approval from the City 103 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals B Contractor shall submit a list of intended suppliers and products to be used for all signs, posts, and associated hardware City reserves the right to request actual product samples pnor to approval. 2.0 PRODUCTS 2.01 MATERIALS A Comply with Texas MUTCD regulations. 12/2015 01554- 1 of 4 158 CITY OF PEARLAND STREET SIGNS B The following ASTM Standards and documents, of the issue in effect on the date of Invitation for Bid, form a part of this specification to the extent herein. 1 ASTM B 209 Specification for Aluminum and Aluminum Alloy Sheet and Plate 2., ASTM D 523 Standard Method for Test for Specular Gloss 3 ASTM D 4956 Standard Specification for Retroreflective Sheeting for Traffic Control. 4 ASTM E 284 Standard Definition of Terms Relating to Appearance of Materials. 5 ASTM E 308 Computing the Colors of Objects by Using the CIE System 6 ASTM E 810 Standard Test Method for Coefficient of Retroreflection of Retroreflective Sheeting. 7 ASTM E 1164 Standard Practice for Obtaining Spectrophotometric Data for Object-Color Evaluation. C Substrate (Sign Blanks)—This shall be aluminum alloy 5052-R38 The thickness of sign shall be 0 125 inch with 3/4"radius corner 1 Metal working—The aluminum shall be free of burrs and pits on both sides, including edges and holes, and shall be made ready for applications of sheeting. 2 Surface preparation—The aluminum shall be thoroughly cleaned and degreased with solvent and alkaline emulsions cleaner by immersion, spray, or vapor degreasing and dried prior to application of the gold chromate sheeting coat. The aluminum shall be new and corrosion-free with holes drilled or punched, corners round to radii 3/4" and all edges smoothed prior to application of sheeting. The heavy or medium chromate coating shall conform in color and corrosion resistance to that imparted by the Alodme 1200F treatment. 3 Size—The dimension of substrate application for regulatory, warning, and guide signs shall be as specified by the Engineer and as shown on the plans. D Sign Face (Background, Legends, Symbols, and Colors) — These shall be in accordance with the Standard Highway Signs Designs(SHSD)for Texas and with the Texas Manual of Uniform Traffic Control Devices (TMUTCD) 1 Street Name shall be constructed from Avery Dennison OL—2007 Green Electronic Cutable Film,using Highway B Series Font, 6"Upper/Lower case, 3" Suffix for St., Dr, Ave designations Signs shall have a %"White Border a. Tolerance for Horizontal Alignment-Letters, numerals and symbols shall be horizontally aligned to a tolerance of 1/16 inch. b Tolerance for Vertical Alignment — Letters, numerals, and symbols shall be vertically aligned to a tolerance of 1/16 inch on each letter in each line 2 All sign blanks shall be covered with Avery Dennison T—7500 White Vinyl reflective sheeting. 3 Signs requiring"No Outlet" or"Dead End" designations shall be constructed from Avery Dennison Black PC—500— 190—O Vinyl, 2 I/4" 12/2015 01554-2 of 4 159 CITY OF PEARLAND STREET SIGNS upper case lettering. Arrow shall be 1 1/4" x 4 I/4"Long, overlaid with Avery Dennison OL—2001 Yellow electronic Cutable Film 5 '/2"x 8" E Street Name Sign shall have a 3/4"x 3/4" City of Pearland dating sticker indicating the month and year of manufacture of each sign. Dating sticker shall be applied to the White Reflective Vinyl, covered by the Green EC film in the manufacturing process. F Avery Dennison is the approved manufacturer of vinyls for the City of Pearland.Any substitutions will require submission of sample materials and specifications sheets to the City Of Pearland Traffic Operations manager prior to use.Any and all components are to be match components Uses of non-matching components are prohibited. G Sign Posts - Steel post shall conform to the standard specification for hot rolled carbon sheet steel, structural quality, ASTM designation A570, Grade 50 Average minimum yield strength after cold forming is 60,000 psi. 1 The location,height, size and the foundation of the sign post shall conform to the City's standard detail. 2. The signs shall be installed using RPB412F— 12"Round Post Cap and RPB412F— 12" Cross Piece Brackets. Posts caps shall be attached to sign post using 5/16" Carriage Bolts and 5/16"Tuff Nuts. Signs are to be attached to brackets using same. H Warranty-The Contractor shall warrant the materials and workmanship of each sign in accordance with the maximum limits of material warranties extended by manufacturers of raw materials, subject to the conditions they specify The retro- reflective sheeting will be considered unsatisfactory if it has deteriorated due to natural causes to the extent that: (1) the sign is ineffective for its intended purpose when viewed from a moving vehicle under normal day and night driving conditions, or (2) the coefficient of retro-reflection is less than the minimum specified for that sheeting. When sign failure occurs prior to the minimum years indicated and an inspection demonstrates that the failure is caused by materials warranted to contractor to endure at least that long, the sign will be replaced or repaired free of materials charges. When failure occurs and inspection demonstrates that such failure is due to poor workmanship, the sign will be replaced or repaired at Contractor's expense, including shipping charges. 3.0 EXECUTION 3.01 EQUIPMENT The contractor shall provide machinery, tools, and equipment necessary for proper execution of the work. 3 02 CONSTRUCTION A Construction shall be high quality with no visible defects in the finished product. Fabrication shall be in accordance with these specifications. Street name signs 12/2015 01554-3 of 4 160 CITY OF PEARLAND STREET SIGNS shall always be supplied and installed at each project intersection whether signs previously existed at the location or not. B The removal of existing signs shall be coordinated with the Traffic Operations Section of the Public Works Department (281-652-1900) and arrangements made for a convenient time to deliver City signs and poles. All salvaged traffic signs shall be delivered to the Traffic Operations Center located at 2559 Hillhouse Road, Pearland. All deliveries to the Traffic Operations Center requires a minimum notice of two (2) working days prior to returning or delivering any sign and/or sign related material. 3.03 RESPONSIBILITIES A The contractor is responsible for providing and supplying aluminum traffic signs covered with retro-reflective sheeting, applying standard legends (or special legends if shown in the plans) to the covered sign blanks, galvanized steel sign poles,pole anchors, all hardware for installing the signs and poles, and for installing traffic signs, poles and anchors as shown in the plans or call for in the contract documents, complete and ready for field installations. 3.04 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. END OF SECTION 12/2015 01554-4 of 4 161 CITY OF PEARLAND 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. 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 4 162 CITY OF PEARLAND 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 for 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 01555-2 of 4 163 CITY OF PEARLAND 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 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,bndge trenches and excavation to permit an unobstructed flow of traffic 03/2008 01555-3 of 4 164 CITY OF PEARLAND 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 bndge 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 01555-4 of 4 165 CITY OF PEARLAND FILTER FABRIC FENCE Section 01560 FILTER FABRIC FENCE 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of filter fabric fence to control erosion and contain sediments and pollutants from overland flow Filter fabric fence is not for use in channelized flow areas. Filter fabnc fence may be reinforced. B References to Technical Specifications 1 Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3 Section 01562—Waste Matenal Disposal 4 Section 01566—Source Controls for Erosion&Sedimentation C Referenced Standards 1 American Society for Testing and Materials (ASTM) 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 Filter fabric fence will be measured by the linear foot between the limits of the beginning and ending of wooden stakes B Payment for filter fabric fence will include and be full compensation for all labor, equipment,materials,supervision,and all 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 03/2008 01560- 1 of 3 166 CITY OF PEARLAND FILTER FABRIC FENCE 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 D 4632, 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 Manufactufer Mirafi, Inc , or equal. 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A Provide erosion and sediment control systems at the locations shown on Plans. Such systems shall be bf 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 fence as specified in this Section, 3 02F 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 01562—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. 3.02 CONSTRUCTION METHODS A Provide filter fabric fence systems in accordance with the Plan detail for Filter fabric fence. Filter fabric fence shall be installed in such a manner that surface runoff will percolate through the system in sheet flow fashion and allow sediment to be retained and accumulated. B Attach the filter fabric to 2-inch by 2-inch wooden stakes spaced a maximum of 3 feet apart and embedded a minimum of 8 inches If filter fabric is factory preassembled 03/2008 01560-2 of 3 167 CITY OF PEARLAND FILTER FABRIC FENCE with support netting,then maximum spacing allowable is 8 feet. Install wooden stakes at a slight angle toward the source of anticipated runoff C Trench in the toe of the filter fabric fence with a spade or mechanical trencher as shown on the Plans. Lay filter fabric along the edges of the trench. Backfill and compact trench. D Filter fabric fence shall have a minimum height of 18 inches and a maximum height of 36 inches above natural ground. E 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 F Inspect filter fabric fence 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 fence or 6 inches, whichever is less. END OF SECTION _ 03/2008 01560-3 of 3 i 168 CITY OF PEARLAND REINFORCED FILTER FABRIC BARRIER Section 01561 REINFORCED FILTER FABRIC BARRIER 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of reinforced filter fabnc barrier to control erosion and contain sediments and pollutants in channelized pow 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 (ASTM) 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 of 3 169 CITY OF PEARLAND 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, 121/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 matenals in accordance with Section 1562—Waste Matenal 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 01561 -2 of 3 170 CITY OF PEARLAND _ 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 Bamer 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 bamer with a spade or mechanical trencher as shown on the Plans. Lay filter fabnc along the edges of the trench. Backfill and compact trench. 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 bamer or 6 inches, whichever is less END OF SECTION 05/2008 01561 -3 of 3 171 CITY OF PEARLAND 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 1 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- 1 of 3 172 CITY OF PEARLAND 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 matenal 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 3 173 CITY OF PEARLAND 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 01562-3 of 3 174 CITY OF PEARLAND TREE AND PLANT PROTECTION Section 01563 TREE AND PLANT PROTECTION 1.0 GENERAL 1.01 SECTION INCLUDES A Tree and plant protection. B References to Technical Specifications None 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 PROJECT CONDITIONS A Preserve and protect existing trees and plants to remain from foliage,branch,trunk,or root damage that could result from construction operations. B Prevent following types of damage 1 Compaction of root zone by foot or vehicular traffic, or material storage 2. Trunk damage from equipment operations, material storage, or from nailing or bolting. 3 Trunk and branch damage caused by ropes or guy wires or machine impacts. 4 Root poisoning from spilled solvents, gasoline,paint, and other noxious materials 5 Branch damage due to improper pruning or trimming. 6 Damage from lack of water due to a. Cutting or altering natural water migration patterns near root zones. b Failure to provide adequate watering. 7 Damage from alteration of soil pH factor caused by depositing lime, concrete, plaster, or other base materials near roots. 8 Cutting feeder of roots or roots larger than 1-1/2 inches in diameter 1.04 DAMAGE ASSESSMENT A When trees,other than those designated for removal,are destroyed or badly damaged as a result of construction operations,remove and replace with same size,species,and variety up to and including 8 inches in trunk diameter Trees larger than 8 inches in diameter shall be replaced with an 8-inch diameter tree of the same species and vanety and total contract amount will be reduced by an amount determined from the following International Shade Tree Conference formula. 0 7854 x D2 x $10 00 where D is diameter in inches of tree or shrub trunk measured 12 inches above grade. B All necessary tree replacements shall be as approved by Engineer/Urban Forester 02/2013 01563 - 1 of 4 175 CITY OF PEARLAND TREE AND PLANT PROTECTION 2.0 PRODUCTS 2.01 MATERIALS A Asphalt paint: Emulsified asphalt or other adhesive, elastic, antiseptic coating formulated for horticultural use on cut or injured plant tissue,free from kerosene and coal creosote. B Burlap Suitable for use as tree wrapping. C Fertilizer Liquid containing 20 percent nitrogen, 10 percent phosphorus, and 5 percent potash. D Temporary Barrier Fence Plastic, bright orange color for visibility, 48 inches in height, 8.5 pounds weight minimum. 3.0 EXECUTION 3.01 PROTECTION AND MAINTENANCE OF EXISTING TREES AND SHRUBS A Except for trees and shrubs shown on Plans to be removed,all trees and shrubs within the Project Site area are to remain and be protected from damage. B For designated trees to be removed,perform the following: 1 Stake right-of-way limits and identify any tree of diameter greater than 4 inches which is to be removed. Mark trees prior to felling with an X in orange paint, clearly visible, on the trunk, and at eye level. 2 After marking trees give a minimum of 48-hours notice in writing to the Engineer of intent to begin felling operations. 3 Trees whose trunks are only partially in the right-of-way shall be protected and preserved as described below C For trees or shrubs to remain,perform the following: 1 Trim trees and shrubs only as necessary a. Trees and shrubs requiring pruning for construction should also be pruned for balance as well as to maintain proper form and branching habit. b Cut limbs at branch collar No stubs should remain on trees. Branch cuts should not gouge outer layer of tree structure or trunk. 2. Use extreme care to prevent excessive damage to root systems. a. Roots in construction areas will be cut smoothly with a trencher before excavation begins. Do not allow ripping of roots with a backhoe or other equipment. b Temporarily cover exposed roots with wet burlap to prevent roots from drying out. c Cover exposed roots with soil as soon as possible. 3 Prevent damage or compaction of root zone (area inside dripline)by construction activities. a. Do not allow scarring of trunks or limbs by equipment or other means. 02/2013 01563 -2 of 4 176 CITY OF PEARLAND TREE AND PLANT PROTECTION b Do not store construction materials, vehicles, or excavated material inside driplme of trees. c. Do not pour liquid materials inside driplme. 4 Water and fertilize trees and shrubs that will remain to maintain their health during construction period. a. Supplemental watering of landscaping during construction should be done once a week in months receiving average rainfall and twice a week in months receiving below average rainfall. b This watering shall consist of saturating soils at least 6 to 8 inches beneath surface 5 Water areas currently being served by private sprinkler systems while systems are temporarily taken out of service to maintain health of existing landscapes. 6 At option of the Contractor and with the Engineer's permission,trees and shrubs to remain may be temporarily transplanted and returned to original positions under supervision of professional horticulturist. 3 02 PROTECTIVE CONTROLS A Protection of trees or shrubs in open area. 1 Install steel drive-in fence posts in protective circle, approximately 8 feet on center, at the dripline of the leaf canopy of trees or 2 ft. around shrubs. 2 Drive steel drive-in fence posts 3 feet minimum into ground, leaving 5 feet minimum above ground. 3 For trees or shrubs in paved areas,use moveable posts constructed from concrete-filled steel pipe 2-1/2 inches minimum in diameter mounted in rubber auto tires filled with concrete. 4 Mount plastic temporary barrier safety fence on posts. B Timber-wrap protection for trees in close proximity of moving or mechanical equipment and construction work: 1 Wrap trunk with layer of burlap 2 Install 2 x 4's or 2 x 6's (5-foot to 6-foot lengths)vertically, spaced 3 inches to 5 inches apart around circumference of tree trunk. 3 Tie in place with 12 to 9 gage steel wire 3.03 MAINTENANCE OF NEWLY PLANTED TREES A Water newly planted trees adequately to maintain and support healthy plants at the time of planting. B The Contractor guarantees that trees planted for this Work shall remain alive and healthy at least until the end of a one-year warranty period. 1 Within four weeks of notice from Owner, Contractor shall replace, at his expense, any dead trees or any trees that in the opinion of Owner, have become unhealthy or unsightly or have lost their natural shape as a result of additional growth, improper pruning or maintenance, or weather conditions. 02/2013 01563 -3 of 4 177 CITY OF PEARLAND TREE AND PLANT PROTECTION 2 When tree must be replaced, the guarantee period for that tree shall begin on date of replacement of tree, subject to the Owner's inspection, for no less than one year 3 Straighten leaning trees and bear entire cost. 4 Dispose of trees rejected at any time by Engineer at Contractor's expense. END OF SECTION 02/2013 01563 -4 of 4 178 CONTROL OF GROUND WATER CITY OF PEARLAND 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 nsing 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 Definitions 1 Ground Water Control Systems - installations external to the excavation such as well points, eductors, or deep wells. Ground water control includes dewatenng 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 dewatenng 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 dewatenng 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 8 179 CONTROL OF GROUND WATER CITY OF PEARLAND 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. B 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 piezometrrc 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 01564-2 of 8 180 CONTROL OF GROUND WATER CITY OF PEARLAND 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 dunng monitoring of dewatenng 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 8 181 CONTROL OF GROUND WATER CITY OF PEARLAND 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 monitonng 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 01564-4 of 8 182 CONTROL OF GROUND WATER CITY OF PEARLAND 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 , 183 CONTROL OF GROUND WATER CITY OF PEARLAND 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-bentomte 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 dewatenng 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 ground water 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 momtonng 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 monitonng 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 Dewatenng may be omitted for portions of underdrains or other excavations,but only where auger borings and piezometers or monitoring wells show that soil is predramed by an existing system such that the criteria of the Ground Water and Surface Water Control Plan are satisfied. 02/2008 I 01564-6 of 8 184 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 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 critena 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 momtonng 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 momtor 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 8 185 CONTROL OF GROUND WATER CITY OF PEARLAND 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 01564-8 of 8 186 CITY OF PEARLAND r TPDES REQUIREMENTS Section 01565 TPDES REQUIREMENTS 10 GENERAL A As used herein and in conjunction with TPDES General Permit No TXR150000,the term OPERATOR refers to the CONTRACTOR. 1.02 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 as issued March 5, 2003, re-issued March 5, 2013, and re-issued March 5, 2018, 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. 1.03 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. 1.04 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 2.0 PRODUCTS - Not Used 08/2018 01565- 1 of 4 I 187 CITY OF PEARLAND TPDES REQUIREMENTS 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 signed copy of the Contractor's NOI shall be returned to the TCEQ It is contractor's responsibility to pay for any fees associated with the permit. Submission of the NOI is required by both the Owner and the Contractor before construction operations start. B Upon completion of construction and acceptance of the Work by the Owner, the Contractor shall complete, sign, and date 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 as a copy of the SWPPP, in accordance with Section 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 08/2018 01565 -2 of 4 188 CITY OF PEARLAND TPDES REQUIREMENTS 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 Owner and 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 08/2018 01565-3 of 4 189 CITY OF PEARLAND TPDES REQUIREMENTS Section 01565 TPDES REQUIREMENTS (APPENDIX A) Table of Contents TCEQ General Permit NOI TCEQ Form 20022 TCEQ Form—20134 NOC TCEQ Form—20023 Site Notice Forms 08/2018 01565-4 of 4 190 General Permit to Discharge Under the Texas Pollutant Discharge Elimination System Stormwater Discharges Associated with Construction Activities TXR150000 Effective March 5, 2018 printed on TEXAS COMMISSION ON ENVIRONMENTAL QUALITY recycled paper 191 . .,- ..,...: . . . . . . . . - 1 l'--t-;.i,-...4--..i...- :;:l.''.!".:--.,_,:::.,-.',i: ',...;s:'/::''', $.,:'''''.4.I.. ;• 1- .' at ' L • ,., .- 0... _ .. ' • . • .-,;,-,.c.,, •‘..,41'-'441i.,;.' =..c" ''1.4''4,..%,3.-'4-.',..',. -...',. ott-4.-:.V::i°:. di':".-:'.' . -'AY. ..1.--},::.,,..4, , -3-, -.,: .. ,,,--.1 nf,'i ..-;•i''.-.r./7-..g'',. .''.'" •'. ,?"1.4- . ". :.,!:i."..--4.-- ': I , , . . . . . . , . . , ,.. .. . .. . r - , i - v.'s.: . • : It' ' .,.. i -.7 ''.it,•,i';*.p,,--' - '''.'3'.,.:::;,i'7.i.ft',•::r1:;;;:-..4;':-.)::1.:,-i.'",..-: ----77-,.77-:: -x,-.:,:..,:---i-,-.!4-'''.!51-1.7':. ...„-.T ....,,,-„,t--, '. 4,....` 4k-.,,. •': --.(-., . — ?';t:i ti- • •;,-• ' .t..: t. , . .,... ' . ' ' - t• :'' . 1 . . . . . ..'- . .., _ _ - . . , - - ., I ' I: '-`• ;, .;N ..1 , ,:t' . N:.4,:-1.- i..7.-,,' ' ,!':-. -_ 44 t:',. '.;',,-',: • .:',..'°,?,,'-'6,'. 192 TPDES GENERAL PERMIT NUMBER TXR15oo0o 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 13 Section A. Discharges Eligible for Authorization 13 1. Stormwater Associated with Construction Activity 13 2. Discharges of Stormwater Associated with Construction Support Activities 13 3 Non-Stormwater Discharges 13 4. Other Permitted Discharges 14 Section B. Concrete Truck Wash Out 14 Section C. Limitations on Permit Coverage 14 1. Post Construction Discharges 14 2. Prohibition of Non-Stormwater Discharges 14 3 Compliance with Water Quality Standards 14 4. Impaired Receiving Waters and Total Maximum Daily Load(TMDL) Requirements 14 5. Discharges to the Edwards Aquifer Recharge or Contributing Zone 15 6. Discharges to Specific Watersheds and Water Quality Areas 16 7 Protection of Streams and Watersheds by Other Governmental Entities 16 8. Indian Country Lands 16 9. Oil and Gas Production and Transportation 16 10. Stormwater Discharges from Agricultural Activities 16 11. Endangered Species Act. 16 12. Other 17 Section D Deadlines for Obtaining Authorization to Discharge 17 1. Large Construction Activities 17 2. Small Construction Activities 17 Section E. Obtaining Authorization to Discharge 17 1. Automatic Authorization for Small Construction Activities with Low Potential for Erosion. 17 2. Automatic Authorization for Small Construction Activities: 18 3 Authorization for Large Construction Activities 19 193 Construction General Permit TPDES General Permit TXRi50000 4. Waivers for Small Construction Activities. .20 5. Effective Date of Coverage 20 6. Notice of Change(NOC) 21 7 Signatory Requirement for NOI Forms,Notice of Termination(NOT)Forms,NOC Letters, and Construction Site Notices 22 8 Contents of the NOI 22 Section F Terminating Coverage 23 1. Notice of Termination(NOT) Required 23 2. Minimum Contents,of the NOT 23 3. Termination of Coverage for Small Construction Sites and for Secondary Operators at Large Construction Sites 24 4. Transfer of Day-to-Day Operational Control. 24 Section G Waivers from Coverage 25 1. Waiver Applicability and Coverage. 25 2. Steps to Obtaining a Waiver 26 3. Effective Date of a LREW 26 4. Activities Extending Beyond the LREW Period. 26 Section H. Alternative TPDES Permit Coverage. 27 1. Individual Permit Alternative 27 2. Alternative Authorizations for Certain Discharges 27 3 Individual Permit Required 27 4. Alternative Discharge Authorization 27 Section I. Permit Expiration. 27 Part III. Stormwater Pollution Prevention Plans(SWP3) .28 Section A. Shared SWP3 Development 29 Section B. Responsibilities of Operators 29 1. Secondary Operators and Primary Operators with Control Over Construction Plans and Specifications 29 2. Primary Operators with Day-to-Day Operational Control .30 Section C. Deadlines for SWP3 Preparation,Implementation, and Compliance .30 Section D Plan Review and Making Plans Available .30 Section E. Revisions and Updates to SWP3s 31 Section F Contents of SWP3 31 Section G Erosion and Sediment Control Requirements Applicable to All Sites 40 Part IV Stormwater Runoff from Concrete Batch Plants 42 Section A. Benchmark Sampling Requirements 42 Section B. Best Management Practices(BMPs)and SWP3 Requirements .44 Page 3 194 Construction General Permit TPDES General Permit TXRi50000 Section C. Prohibition of Wastewater Discharges. .46 Part V Concrete Truck Wash Out Requirements .46 Part VI. Retention of Records 47 Part VII.Standard Permit Conditions 47 Part VIII. Fees .48 Appendix A. Automatic Authorization .50 Appendix B Erosivity Index(EI)Zones in Texas 52 Appendix C: Isoerodent Map 53 Appendix D. Erosivity Indices for EI Zones in Texas 54 Page 4 195 Construction General Permit TPDES General Permit TXR150000 Part I. Flow Chart and Definitions Section A. Flow Chart to Determine Whether Coverage is Required When calculating the acreage of land area disturbed,include the disturbed land-area of all construction and construction support activities. j L - � Page 5 196 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, excavating, construction-related activity(e.g.,stockpiling of fill material,demolition), and construction support activity This 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 Construction Support Activity—A construction-related activity that specifically supports construction activity,which can involve earth disturbance or pollutant-generating activities of its own,and can include,but are not limited to, activities associated with concrete or asphalt batch plants,rock crushers, equipment staging or storage areas, chemical storage areas,material storage areas,material borrow areas, and excavated material disposal areas. Construction support activity must only directly support the construction activity authorized under this general permit. 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 Page 6 197 Construction General Permit TPDES General Permit TXRi50000 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 Edwards and Associated Limestones in the Balcones Fault Zone trending from west to east to northeast in Kinney,Uvalde,Medina, Bexar, Comal, Hays,Travis,and Williamson Counties; and composed of the Salmon Peak 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 i4o3 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 ops/eapp/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, referring to a construction site,the location of construction activity,or a construction support activity that is regulated under this general permit,including all contiguous land and fixtures(for example,ponds and materials stockpiles),structures,or appurtenances used at a construction site or industrial site. 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. Page 7 198 Construction General Permit TPDES General Permit TXRi50000 (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 homebuilder may fulfill this requirement by retaining perimeter controls or BMPs,and informing the homeowner of the need for removal of temporary controls and the establishment of final stabilization. Fulfillment 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 maybe 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. Hyperchlorination 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 as impaired on the latest approved CWA§3o3(d)List or waters with an EPA-approved or established total maximum daily load(TMDL)that are found on the latest EPA approved Texas Integrated Report of Surface Water Quality for CWA Sections 305(b)and 3o3(d),which lists the category 4 and 5 water bodies. Indian Country Land—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. (4o CFR§122.2) Indian Tribe-Any Indian Tribe,band,group,or community recognized by the Secretary of the Interior and exercising governmental authority over a Federal Indian Reservation(4o CFR§122.2) Infeasible—Not technologically possible,or not economically practicable and achievable in light of best industry practices. (4o CFR§450.11(b)) 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 Page 8 199 ' Construction General Permit TPDES General Permit TXR150000 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. Low Rainfall Erosivity Waiver(LREW) -A written submission to the executive director from an operator of a construction site that is considered as small construction activity under the permit,which qualifies for a waiver from the requirements for small construction activities,only during the period of time when the calculated rainfall erosivity factor is less than five(5) Minimize-To reduce or eliminate to the extent achievable using stormwater controls that are technologically available and economically practicable and achievable in light of best industry practices. 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 this 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 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 Page 9 ` 200 Construction General Permit TPDES General Permit TXR150000 (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 construction 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 stormwater runoff and certain non-stormwater discharges from construction activity Point Source—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 may be,discharged. This term does not include return flows from irrigated agriculture or agricultural stormwater runoff(4o CFR §122.2) 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-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(Texas Water Code(TWC) §26.001(14)) 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 or a surface water in the state 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 Page 10 201 Construction General Permit TPDES General Permit TXRi50000 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,as defined above,from a construction activity Structural Control(or Practice) -A pollution prevention practice that requires the construction of a device,or the use of a device,to reduce or prevent pollution in stormwater 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 non-navigable,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. Thawing Conditions—for the purposes of this permit,thawing conditions are expected based on the historical likelihood of two or more days with daytime temperatures greater than 327 This date can be determined by looking at historical weather data. Note: The estimation of thawing conditions is for planning purposes only During construction,the permittee will be required to conduct site inspections based upon actual conditions (i.e.,if thawing conditions occur sooner than expected,the permittee will be required to conduct inspections at the regular frequency) 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-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, Page ii 202 Construction General Permit TPDES General Permit TXR150000 (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. (1) 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 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 as disposal 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. 1 l Page 12 203 Part II. Permit Applicability and Coverage Section A. Discharges Eligible for Authorization i. Stormwater Associated with Construction Activity Discharges of stormwater runoff and certain non-stormwater discharges from small and large construction activities may be authorized under this general permit. 2. Discharges of Stormwater Associated with Construction Support Activities Discharges of stormwater runoff and certain non-stormwater discharges from construction support activities as defined in Part I.B of this general permit maybe authorized,provided that the following conditions are met: (a) the construction support activities are located within one(1)mile from the boundary of the construction site where the construction activity authorized under the permit is being conducted that requires the support of these activities, (b) an SWP3 is developed for the permitted construction site according to the provisions in Part III.F of this general permit, and includes appropriate controls and measures to reduce erosion and the discharge of pollutants in stormwater runoff according to the provisions in Part III.G of this general permit; (c) the activities are directly related to the construction site; (d) the activities are not a commercial operation,nor serve other unrelated construction projects, and (e) the activities do not continue to operate beyond the completion of the construction activity at the project it supports. , Construction support activities that operate outside the terms provided in(a)through(e) above must obtain authorization under a separate Texas Pollutant Discharge Elimination System(TPDES)permit,which may include the TPDES Multi Sector General Permit(MSGP),TXRo5000O (related to stormwater discharges associated with industrial activity), an alternative general permit(if available),or 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 washing of vehicles,the external portion of buildings or structures,and pavement,where detergents and soaps are not used, where spills or leaks of toxic or hazardous materials have not occurred(unless spilled materials 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; 204 Construction General Permit TPDES General Permit TXR150000 (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 of surface water in the state 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.3 of this general permit. 4. Impaired Receiving Waters and Total Maximum Daily Load(TMDL)Requirements The permittee shall determine whether the authorized discharge is to an impaired water body on the latest EPA-approved CWA Section 3o3(d)List or waters with an EPA- ' approved or established TMDL that are found on the latest EPA-approved Texas Page 14 205 Construction General Permit TPDES General Permit TXR15o000 Integrated Report of Surface Water Quality for CWA Sections 305(b)and 3o3(d), which lists the category 4 and 5 water bodies. 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 standard(s)and are listed as category 4 or 5 in the current version of the Texas Integrated Report of Surface Water Quality,and waterbodies listed on the 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 coverage under 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. (c) For discharges located within ten stream miles upstream of the Edwards Aquifer recharge zone, applicants shall also submit a copy of the NOI to the appropriate TCEQ regional office. Counties: Comal, Bexar,Medina,Uvalde,and Kinney Contact: TCEQ Water Program Manager San Antonio Regional Office 14250 Judson Road San Antonio,Texas 78233-4480 (210)490-3096 Counties: Williamson,Travis,and Hays Contact: TCEQ Water Program Manager Austin Regional Office 12100 Park 35 Circle Page 15 206 Construction General Permit TPDES General Permit TXR150000 Room 179,Building A Austin,Texas 78753 (512)339-2929 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 activities 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 regulations, authority for these discharges must be obtained from the U.S. Environmental Protection Agency(EPA) 9 Oil and Gas Production and Transportation 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. Authorization for stormwater discharges from construction activities that are associated with production of oilyor gas or geothermal resources,including transportation of crude oil or natural gas by pipeline must be obtained, as required,from the U.S.EPA or the Texas Railroad Commission,as applicable. Discharge of stormwater related to construction activity, from a facility that stores both refined products intended for off-site use and crude oil in aboveground storage tanks,is regulated by the TCEQ and is eligible for coverage under this general permit. 10 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. 11. 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 maybe 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. Page 16 207 Construction General Permit TPDES General Permit TXR150000 12. Other Nothing in Part II of the general permit is intended to negate any person's ability to assert 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 activity 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 the TPDES Construction General Permit TXR150000 (effective on March 5,2013),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 or grace period,as a requirement of this TPDES permit,the operator must continue to meet the conditions and requirements of the 2013 TPDES general permit. 2. Small Construction Activities (a) New Construction-Discharges from sites where the commencement of construction activity 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-Discharges from ongoing small construction activities that commenced prior to the effective date of this general permit,and that do not meet the conditions to qualify for termination of this permit as described in Part II.F 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 2013 TPDES Construction General Permit. Section E. Obtaining Authorization to Discharge 1. Automatic Authorization for Small Construction Activities with Low Potential for Erosion. Operators of small construction activity,as defined in Part I.B of this general permit, shall not submit an NOI for coverage,unless otherwise required by the executive director Operators of small construction activities,which occur in certain counties and during periods of low potential for erosion that do not meet the conditions of the waiver described in Part II.G of this general permit,may be automatically authorized under this general permit if all the following conditions are met. (a) the construction activity occurs in a county and during the corresponding date range(s)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; Page 17 208 Construction General Permit TPDES General Permit TXR150000 (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 small construction site notice for low potential for erosion,including the certification statement; (e) a signed and certified copy of the small construction site notice for low potential for erosion 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; NOTE. Posted site notices may have a redacted signature as long as there is an original signed and certified site notice,with a viewable signature,located on- site and available for review by any applicable regulatory authority (f) a copy of the signed and certified small construction site notice for low potential for erosion is provided to the operator of any MS4 receiving the discharge at least two days prior to commencement of construction activities; (g) discharges of stormwater runoff or other non-stormwater discharges from any supporting concrete batch plant or asphalt batch plant is separately authorized 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, are not considered by TCEQ to be a wastewater,or are captured and routed for disposal at a publicly operated treatment works or licensed waste disposal facility If all of the conditions in(a) —(h) above are met,then the operator(s) of small construction activities with low potential for erosion are not required to develop a SWP3. If an operator is conducting small construction activities and any of the above conditions (a) —(h) are not met,the operator cannot declare coverage under the automatic authorization for small construction activities with low potential for erosion and must meet the requirements for automatic authorization(all other)small construction activities,described below in Part II.E.2. For small construction activities that occur during a period with a low potential for erosion,where automatic authorization under this section is not available,an operator may apply for and obtain a waiver from permitting(Low Rainfall Erosivity Waiver— LREW),as described in Part II.G of this general permit. Waivers from coverage under the LREW do not allow for any discharges of non-stormwater and the operator must ensure that discharges on non-stormwater are either authorized under a separate permit or authorization. 2. Automatic Authorization for Small 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 Operators of small construction activities, as defined in Part I.B of this general permit or as defined but who do not meet in the conditions and requirements located in Part II.E.i above,may be automatically authorized for small construction activities,provided that they meet all of the following conditions: Page 18 ,, ' 209 Construction General Permit TPDES General Permit TXR150000 (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 the SWP3 prior to commencing construction activities; (b) all operators of regulated small construction activities must post a copy of a signed and certified Small Construction site notice,the notice must be posted 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,at least two days prior to commencing construction activity,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 maybe 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), (c) operators must maintain a posted site notice at the construction site until final stabilization has been achieved,and NOTE. Posted site notices may have a redacted signature as long as there is an original signed and certified Small Construction site notice,with a viewable signature,located on-site and available for review by an applicable regulatory authority (d) provide a copy of the signed and certified construction site notice to the operator of any municipal separate storm sewer system(MS4)receiving the discharge at least two days prior to commencement of construction activities. As described in Part I.B 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 where the applicant is the operator The SWP3 must be developed and implemented prior to obtaining coverage and prior to commencing construction activities, (b) primary operators of large construction activities must submit an NOI prior to commencing construction activity at a construction site.A completed NOI must be submitted to TCEQ electronically using the online e-Permits system on TCEQ's website. Operators with an electronic reporting waiver must submit a completed NOI to TCEQ at least seven(7)days prior to prior to commencing construction activity to obtain provisional coverage seven(7)days from the postmark date for delivery to the TCEQ An authorization is no longer provisional when the executive director finds the NOI is administratively complete and an authorization number is issued to the permittee for the construction site indicated on the NOI. If an additional primary operator is added after the initial NOI is submitted,the additional primary operator must meet the same requirements for existing primary operator(s),as indicated above. If the primary operator changes due to responsibility at the site being transferred from one primary operator to another after the initial NOI is submitted,the new primary operator must submit a paper NOI or an electronic NOI at least ten(io) Page 19 210 Construction General Permit TPDES General Permit TXR150000 days prior to assuming operational control of a construction site and commencing construction activity Operators that submit NOIs electronically must use the online e-Permits system available through the TCEQ website. (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 activities,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 project,and the notice must be safely and readily available for viewing by the general public,local, state,and federal authorities), (d) two days 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 ii. 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 prior to commencement of construction activities, a primary operator 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 of large construction activities must post a copy of the signed and certified Secondary Operator construction site notice and provide a copy of the signed and certified site notice to the operator of any MS4 receiving the discharge at least two days prior to the commencement construction activities. NOTE. Posted site notices may have a redacted signature as long as there is an original signed and certified Secondary Operator construction site notice,with a viewable signature,located on-site and available for review by an applicable regulatory authority Effective September 1, 2018,applicants must submit an NOI using the online e-Permits system available through the TCEQ website,or request and obtain a waiver from electronic reporting from the TCEQ Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. 4. Waivers for Small Construction Activities. Operators of certain small construction activities may obtain a waiver from coverage under this general permit,if applicable. The requirements are outlined in Part II.G below 5 Effective Date of Coverage (a) Operators of small construction activities as described in either Part II.E.1 or II.E.2 above are authorized immediately following compliance with the applicable conditions of Part II.E.1 or II.E.2. Secondary operators of large construction Page 20 211 Construction General Permit TPDES General Permit TXR150000 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 that electronically submit an NOI are authorized immediately following confirmation of receipt of the electronic form by the TCEQ,unless otherwise notified by the executive director Operators with an electronic reporting waiver are provisionally authorized seven(7) days from the date that a completed paper NOI is postmarked for delivery to the TCEQ,unless otherwise notified by the executive director An authorization is no longer provisional when the executive director finds the NOI is administratively complete and an authorization number is issued to the permittee for the construction site indicated on the NOI. For construction 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 activities 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 action for any unpermitted activities that may have occurred between the time construction commenced and authorization was obtained. (d) If operators that submitted NOIs have active authorizations for construction activities that are ongoing when the term of the current general permit expires and a new general permit is issued, a 9o-day interim(grace)period is granted to provide coverage that is administratively continued until operators with active authorizations can obtain coverage under the newly issued CGP The 9o-day grace period starts on the effective date of the newly issued CGP Deadlines for obtaining coverage for operators of small and large construction are provided in Part II.D.1 and 2 above. 6 Notice of Change(NOC) If relevant information provided in the NOI changes,the operator that has submitted the NOI must submit an NOC to TCEQ at least fourteen(14)days before the change occurs, if possible. Where a 14-day advance notice is not possible,the operator must submit an NOC to TCEQ within 14-days of discovery of the change. If the operator becomes aware that it failed to submit any relevant facts or submitted incorrect information in an NOI, the correct information must be submitted to TCEQ 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 form or letter must also be placed in the SWP3 and provided to the operator of any MS4 receiving the discharge. A list that includes the names and addresses of all MS4 operators receiving a copy of the NOC(or NOC letter)must be included in the SWP3. Information on an NOC may include,but is not limited to,the following: a change in the description of the construction project; an increase in the number of acres disturbed(for increases of one or more acres), or the name of the operator(where the name of the operator has changed) A transfer of operational control from one operator to another,including a transfer of the ownership of a company Coverage under this general permit is not transferable Page 21 212 Construction General Permit TPDES General Permit TXR150000 from one operator to another or one company to another,and may not be included in an NOC. A transfer of ownership of a company may include,but is not limited to,the following: 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. Effective September 1, 2018,applicants must submit an NOC using the online e-Permits system available through the TCEQ website,or request and obtain a waiver from electronic reporting from the TCEQ Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. 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 commencement of construction activities,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 discharges from the regulated construction activity that are on the latest EPA-approved CWA§3o3(d)List of impaired waters or Texas Integrated Report of Surface Water Quality for CWA Sections 3o5(b) and 3o3(d)as not meeting applicable state water quality standards. Page 22 213 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 of large construction activities under this general permit must apply to terminate that authorization following the conditions described in this section of the general permit. Authorization of large construction must be terminated by submitting an NOT on a paper form to TCEQ supplied by the executive director or electronically via the online e- Permits system available through the TCEQ website. Authorization to discharge under this general permit terminates at midnight on the day a paper NOT is postmarked for delivery to the TCEQ or immediately following confirmation of the receipt of the NOT submitted electronically by the TCEQ Compliance with the conditions and requirements of this permit is required until an NOT is submitted. Effective September 1, 2018, applicants must submit an NOT using the online e-Permits system available through the TCEQ website,or request and obtain a waiver from electronic reporting from the TCEQ Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. 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 operator; (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 for construction activity was granted following submission of an NOI,the permittee's site-specific TPDES authorization number for a specific construction site; (b) an indication of whether final stabilization has been achieved at the site and a NOT has been submitted 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. Page 23 214 Construction General Permit TPDES General Permit TXR150000 3. Termination of Coverage for Small Construction Sites and for Secondary Operators at Large Construction Sites (a) Each operator that has obtained automatic authorization for small construction or is a secondary operator for large construction must perform the following when terminating coverage under the permit: , i. remove the site notice, ii. complete the applicable portion of the site notice related to removal of the site notice; and iii. submit a copy of the completed site notice to the operator of any MS4 receiving the discharge(or provide alternative notification as allowed by the MS4 operator, with documentation of such notification included in the SWP3) (b) The activities described in Part II.F.3 (a)above must be completed by the operator within 3o days of meeting any of the following conditions: i. final stabilization has been achieved on all portions of the site that are the responsibility of the operator; ii. a transfer of day-to-day operational control over activities necessary to ensure compliance with the SWP3 and other permit conditions has occurred(See Section , II.F.4.below), or iii. 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 Day-to-Day Operational Control (a) When the primary operator of a large construction activity changes or operational control over activities necessary to ensure compliance with the SWP3 and other permit conditions is transferred to another primary operator,the original operator must do the following: i. 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(c)below; and ii. submit a copy of the NOT from the primary operator terminating its coverage under the permit and its operational control of the construction site and submit a copy of the NOI from the new primary operator to the operator of any MS4 receiving the discharge in accordance with Part II.F.i above. (b) For transfer of operational control, operators of small construction activities and secondary operators of large construction activities who are not required to submit an NOI must do the following: i. the existing operator 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 the conditions in Part II.F.4.(c)i or ii below; and ii. a copy of the site notice,which must be completed and provided to the operator of any MS4 receiving the discharge,in accordance with Part II.F.3 above. (c) Each operator is responsible for determining its role as an operator as defined in Part I.B and obtaining authorization under the permit,as described above in Part Page 24 215 Construction General Permit TPDES General Permit TXRi50000 II.E. 1—3. Where authorization has been obtained by submitting an NOI for coverage under this general permit,permit coverage is not transferable from one operator to another A transfer of operational control can include 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. A transfer of operational control can also occur when of the following criteria is met, as applicable. i. Another operator has assumed control over all areas of the site that do not meet the definition for final stabilization, ii. 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 original permitted operator has attempted to notify the new operator in writing of the requirement to obtain permit coverage. Records of this notification(or attempt at notification)shall be retained by the operator transferring operational control-to another 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, or iii. 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 of this permit. Under these circumstances,the homebuilder is only responsible for compliance with the general permit requirements as they apply to the lot(s)it has operational control over in a larger common plan of development,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. 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,when the calculated rainfall erosivity(R)factor for the entire period of the construction project is less than five(5) The operator must submit either a signed paper Low Rainfall Erosivity Waiver(LREW) certification form to the TCEQ,supplied by the executive director, or complete the form electronically via the online e-Permits system available through the TCEQ website. The form is a certification by the operator that the small construction activity will commence and be completed within a period when the value of the calculated R factor is less than five(5) The paper LREW certification form must be postmarked for delivery to the TCEQ at least seven(7)days before construction activity begins or,if submitted electronically, construction may begin at any time following the receipt of written confirmation from TCEQ that a complete electronic application was submitted and acknowledged. This waiver from coverage does not apply to any non-stormwater discharges,including what is allowed under this permit. The operator must insure that all non-stormwater discharges are either authorized under a separate permit or authorization,or are captured and routed to an authorized treatment facility for disposal. Page 25 216 Construction General Permit TPDES General Permit TXR1500o0 Effective September 1, 2018,applicants must submit an LREW using the online e- Permits system available through the TCEQ website, or request and obtain a waiver from electronic reporting from the TCEQ Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. 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 be 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 http://ei.tamu.edu/index.html,or using another available resource. A copy of the LREW certification form is not required to be posted at the small construction site. 3. Effective Date of a LREW Unless otherwise notified by the executive director,operators of small construction , activities seeking coverage under a LREW are provisionally waived from the otherwise applicable requirements of this general permit seven(7)days from the date that a completed paper LREW certification form is postmarked for delivery to TCEQ,or immediately upon receiving confirmation of approval of an electronic submittal,made via the online e-Permits system available through the TCEQ website. Effective September 1, 2018, applicants seeking coverage under a LREW must submit an application for a LREW using the online e-Permits system available through the TCEQ website,or request and obtain a waiver from electronic reporting from the TCEQ Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. 4. Activities Extending Beyond the LREW Period If a construction activity extends beyond the approved waiver period due to circumstances beyond the control of the operator,the operator must either (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 for automatic authorization for small construction activities in Part II.E.2 of this permit, prior to the end of the approved LREW period. Page 26 217 Construction General Permit TPDES General Permit TXR150000 Section H. Alternative TPDES Permit Coverage i. 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 must be submitted at least three hundred and thirty(33o) days prior to commencement of construction activities to ensure timely authorization. Existing coverage under this general permit should not be terminated until an individual permit is issued and in effect. 2. Alternative Authorizations for Certain Discharges Certain discharges eligible for authorization under this general permit may alternatively be authorized under a separate general permit according to 3o TAC Chapter 205 (relating to General Permits for Waste Discharges),as applicable. 3. Individual Permit Required 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,has a reasonable potential to cause,or contribute to 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 A discharger with a TCEQ compliance history rating of"unsatisfactory"is ineligible for coverage under this general permit. In that case,3o TAC§60.3 requires the executive director to deny or suspend an authorization to discharge under a general permit. However,per TWC§26.o4o(h), a discharger is entitled to a hearing before the commission prior to having an authorization denied or suspended for having an "unsatisfactory"compliance history Denial of authorization to discharge under this general permit or suspension of a permittee's authorization under this general permit for reasons other than compliance history shall be done according to commission rules in 3o TAC Chapter 205 (relating to General Permits for Waste Discharges) 4. Alternative Discharge Authorization Any discharge eligible for authorization under this general permit may alternatively be authorized under a separate general permit according to 3o 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(i)of this permit. Following public notice and comment, as provided by 3o TAC§205.3(relating to Public Notice,Public Meetings,and Public Comment),the commission may amend, Page 27 218 Construction General Permit TPDES General Permit TXR150000 revoke,cancel,or renew this general permit. All authorizations that are active at the time the permit term expires will be administratively continued as indicated in Part II.I.2 below and in Part II.D.1(b)and D.2(b) of this 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 maybe 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. This includes discharges to MS4s and privately owned separate storm sewer systems that drain into surface water in the state or Waters of the U.S. 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,operators 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. An 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. An SWP3 must also identify any potential sources of pollution that have been determined to cause,have a reasonable potential to cause,or contribute to a violation of water quality standards or have been found to cause or contribute to the loss of a designated use of surface water in the state from discharges of stormwater from construction activities and construction support activities. Where potential sources of these pollutants are present at a construction site,the SWP3 must also contain a description of the management practices that will be used to prevent these pollutants from being discharged into surface water in the state or Waters of the U.S. NOTE. Construction support activities can also include vehicle repair areas,fueling areas,etc.that are present at a construction site solely for the support construction activities and are only used by operators at the construction site. The SWP3 is intended to serve as a road map for how the construction operator will comply with the effluent limits and other conditions of this permit and does not establish the effluent limits that apply to the construction site's discharges. These limits are established in Part III.G of the permit. Page 28 219 Construction general Permit TPDES General Permit TXR151Doo0 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 of small and large construction activities must independently obtain authorization under this permit,but may work together with other regulated operators at the construction site to prepare and implement a single,comprehensive SWP3,which can be shared by some or all operators,for the construction activities that each of the operators are performing at the entire construction site. 1. The SWP3 must include the following: (a) for small construction activities—the name of each operator that participates in the shared SWP3, (b) for large construction activities-the name of each operator that participates in the shared SWP3,the general permit authorization numbers of each operator (or the date that the NOI was submitted to TCEQ by each operator that has not received an authorization number for coverage under this permit), and (c) for large and small construction activities-the signature of each operator participating in the shared SWP3. 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 a primary operator has not been authorized or has abandoned the site,the secondary operator is considered to be the responsible party and must obtain authorization Page 29 220 Construction General Permit TPDES General Permit TXRi50000 as a primary operator under the permit,until the authority for day-to-day operational control is transferred to another primary operator The new primary operator must update or develop a new SWP3 that will reflect the transfer of operational control and include any additional updates to the SWP3 to meet requirements of the permit. 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) the name and site-specific TPDES authorization number of the parties with control over project specifications,including the ability to make modifications in specifications for areas where they have operational control over day-to-day activities. Section C. Deadlines for SWP3 Preparation,Implementation, and Compliance The SWP3 must be prepared prior to obtaining authorization under this general permit, and implemented prior to commencing construction activities that result in soil 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. Operators with authorization for construction activity under this general permit must post a TCEQ site notice at the construction site at a place readily available for viewing by the general public, and local,state,and federal authorities (a) Primary and secondary operators of large construction activities must each post a TCEQ construction site notice,respective to their role as an operator at the construction site,as required above and according to requirements in Part II.E.3 of this general permit. (b) Primary and secondary operators of small construction activities must post the TCEQ site notice as required in Part III.D.2.(a) above and for the specific type of small construction described in Part II.E.i and 2 of the permit. (c) 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 Site notices for small and large construction Page 3o 221 Construction General Permit TPDES General Permit TXR150000 activities at these linear construction sites may be located,as necessary,along the length of the project,but must still be readily available for viewing by the general public;local,state,and federal authorities, and contain the following information. i. the site-specific TPDES authorization number for the project if assigned, ii. the operator name,contact name,and contact phone number; iii. a brief description of the project; and iv the location of the SWP3. 3. This permit does not provide the general public with any right to trespass on a 1 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 within seven days of when any of 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 construction site personnel authorized by the permittee,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 be developed and implemented by primary operators of small and large construction activities and include, at a minimum,the information described in this section and must comply with the construction and development effluent guidelines in Part III,Section G of the general permit. 1. 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 areas where construction support activities(defined in Part I.B of this general permit)occur; (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: Page 31 222 Construction General Permit TPDES General Permit TXR150000 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 those located off-site; vi. surface waters(including wetlands)either at,adjacent,or in close proximity to the site, and also indicate whether those waters are impaired, 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 NOI,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 maybe disturbed or that may receive discharges from disturbed areas of the project; (j) a copy of this TPDES general permit; (k) the NOI and the acknowledgement of provisional and non-provisional authorization for primary operators of large construction sites,and the site notice for small construction sites and for secondary operators of large construction sites, (1) stormwater and allowable non-stormwater discharge locations,including storm drain inlets on site and in the immediate vicinity of the construction site where construction support activities will occur; and (m) locations of all pollutant-generating activities at the construction site and where construction support activities will occur,such as the following: 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. Page 32 223 Construction General Permit TPDES General Permit TXR150000 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 construction site,where small or large construction activity will occur The erosion control and stabilization practices selected by the permittee must be compliant with the requirements for sediment and erosion control,located in Part III.G of this permit. The description of the SWP3 must also include a schedule of when the practices will be implemented. Site plans must ensure that existing vegetation at the construction site 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,flowrdiversion 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 initiation of vegetative stabilization measures after construction activity has temporarily or permanently ceased due to frozen conditions, non-vegetative controls must be implemented until thawing conditions(as defined in Part I.B of this general permit) are present, and vegetative stabilization measures can be initiated as soon as practicable. (B) In arid areas, semi-arid areas, or drought-stricken areas,as they are defined in Part I.B of this general permit,where the immediate initiation of vegetative stabilization measures after construction activity has temporarily or permanently ceased or is precluded by arid conditions, other types of erosion control and stabilization measures must be initiated at the site as soon as practicable. Where vegetative controls are infeasible due to arid conditions, and within 14 calendar days of a temporary or permanent cessation of construction activity in any portion of the site,the operator shall immediately install non- Page 33 224 Construction General Permit TPDES General Permit TXR150000 vegetative erosion controls in areas of the construction site where construction activity is complete or has ceased. If non-vegetative controls are infeasible,the operator shall install temporary sediment controls as required in Part III.F.2.(b).iii.(C)below (C) In areas where non-vegetative controls 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 frequencies established in Part III.F 7(c)for unstabilized sites. (D) The requirement for permittees to initiate stabilization is triggered as soon as it is known with reasonable certainty that construction activity at the site or in certain areas of the site will be stopped for 14 or more additional calendar days. If the initiation or completion of vegetative stabilization is prevented by circumstances beyond the control of the permittee,the permittee must employ and implement alternative stabilization measures immediately When conditions at the site changes that would allow for vegetative stabilization,then the permittee must initiate or complete vegetative stabilization as soon as practicable. 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. 1. 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(to) or more acres disturbed at one time. A sedimentation basin may be 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 flows are diverted around both the disturbed areas of the site and the sediment basin.Capacity calculations shall be included in the SWP3. (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. Page 34 225 Construction General Permit TPDES General Permit TXR150000 (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 maybe 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 3,60o 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 stormwater control 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 responsible for the installation and maintenance of stormwater management measures,as follows (a) permittees authorized under the permit for small construction activities are responsible for the installation and maintenance of stormwater control measures prior to final stabilization of the site, or (b) permittees authorized under the permit for large construction activities are responsible for the installation and maintenance of stormwater control measures prior to final stabilization of the site and prior to submission of an NOT 4. Other Required Controls and BMPs Page 35 226 Construction General Permit TPDES General Permit TXR1500o0 (a) Permittees shall minimize,to the extent practicable,the off-site vehicle tracking of sediments and the generation of dust. The SWP3 shall include a description of controls utilized to accomplish this requirement. (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 in discharges of stormwater from all areas of the construction site where construction activity,including construction support activities,will be located, 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. (g) For demolition of any structure with at least io,000 square feet of floor space that was built or renovated before January 1,198o, and the receiving waterbody is impaired for polychlorinated biphenyls(PCBs) i. Implement controls to minimize the exposure of PCB-containing building materials,including paint, caulk,and pre-198o fluorescent lighting fixtures to precipitation and to stormwater, and ii. Ensure that disposal of such materials is performed in compliance with applicable state,federal,and local laws. 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) SWP3s 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, as soon as the permittee determines that BMPs are not operating effectively,then the permittee shall perform maintenance as necessary to maintain the continued effectiveness Page 36 227 Construction General Permit TPDES General Permit TXR150000 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 sediment traps and sedimentation ponds no later than the time that design capacity has been reduced by 5o% For perimeter 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 (cleared, graded,or excavated) of the construction site that do not meet the requirements of final stabilization in this general permit,all locations where stabilization measures have been implemented,areas of construction support activity covered under this permit,stormwater controls(including pollution prevention controls) for evidence of,or the potential for,the discharge of pollutants, areas where stormwater typically flows within the construction site, and points of discharge from the construction site. i. Personnel conducting these inspections must be knowledgeable of this general permit,the construction activities at the site,and the SWP3 for the site. ii. Personnel conducting these inspections are not required to have signatory authority for inspection reports under 3o TAC_§305.128. (b) Requirements for Inspections i. Inspect all stormwater controls(including sediment and erosion control measures identified in the SWP3)to ensure that they are installed properly, appear to be operational,and minimizing pollutants in discharges, as intended. ii. Identify locations on the construction site where new or modified stormwater controls are necessary iii. Check for signs of visible erosion and sedimentation that can be attributed to the points of discharge where discharges leave the construction site or discharge into any surface water in the state flowing within or adjacent to the construction site. iv Identify any incidents of noncompliance observed during the inspection. v Inspect locations where vehicles enter or exit the site for evidence of off-site sediment tracking. vi. If an inspection is performed when discharges from the construction site are occurring: identify all discharge points at the site,observe and document the visual quality of the discharge(i.e.,color,odor,floating,settled,or Page 37 228 Construction General Permit TPDES General Permit TXR150000 suspended solids,foam,oil sheen,and other such indicators of pollutants in stormwater) vii. Complete any necessary maintenance needed,based on the results of the inspection and in accordance with the requirements listed in Part III.F 6 above. (c) Inspection frequencies. i. Inspections of construction sites must be conducted at least once every 14 calendar days and within 24 hours of the end of a storm event of o.5 inches or greater,unless as otherwise provided below in Part III.F 7.(c).ii—v below ii. Inspection frequencies must be conducted at least once every month in areas of the construction site that meet final stabilization or have been temporarily stabilized. iii. Inspection frequencies for construction sites,where runoff is unlikely due to the occurrence of frozen conditions at the site,must be conducted at least once every month until thawing conditions begin to occur(See definitions for thawing conditions in Part I.B) The SWP3 must also contain a record of the approximate beginning and ending dates of when frozen conditions occurred at the site,which resulted in inspections being conducted monthly, while those conditions persisted,instead of at the interval of once every 14 calendar days and within 24 hours of the end of a storm event of o.5 inches or greater iv 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 when drought conditions occurred at the site,which resulted in inspections being conducted monthly,while those conditions persisted,instead of at the interval of once every 14 calendar days and within 24 hours of the end of a storm event of o.5 inches or greater v As an alternative to the inspection schedule in Part III.F 7.(c).i above,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. vi. The inspection procedures described in Part III.F 7.(c).i. —v above can be performed at the frequencies and under the applicable conditions indicated for each schedule option,provided that the SWP3 reflects the current schedule and that any changes to the schedule are made in accordance with the following provisions. the inspection frequency schedule can only 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 documented in the SWP3(e.g., end of"dry"season and beginning of"wet"season) (d) 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. i. Inspection of linear construction sites could require the use of vehicles that could compromise areas of temporary or permanent stabilization,cause Page 38 229 Construction General Permit TPDES General Permit TXR15000O additional disturbance of soils,and result in the increase the potential for erosion. In these circumstances,controls must be inspected at least once every 14 calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater,but representative inspections may be performed. ii. For representative inspections,personnel must inspect controls along the construction site for o.25 mile above and below each access point where a roadway,undisturbed right-of-way,or other similar feature intersects the construction site and allows access to the areas described in Part III.F 7(a) above. The conditions of the controls along each inspected o.25 mile portion may be,considered as representative of the condition of controls along that reach extending from the end of the 0.25 mile 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 inspection schedule described in Part III.F 7(c).i above,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. iii. The SWP3 for a linear construction site must reflect the current inspection schedule. Any changes to the inspection schedule must be made in accordance with the following provisions: i (A) the schedule maybe changed a maximum of one time each month, (B) the schedule change must be implemented at the beginning of a calendar month,and (C) the reason for the schedule change must be documented in the SWP3 (e.g.,end of"dry"season and beginning of"wet"season) (e) 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. (f) Inspection Reports i. A report summarizing the scope of any inspection must be completed within 24-hours following the inspection. The report must also include the date(s) of the inspection and major observations relating to the implementation of the SWP3. Major observations in the report must include: the locations of where erosion and discharges of sediment or other pollutants from the site have occurred,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. ii. 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 retained as part of the SWP3 and signed by the person and in the manner required by 3o TAC§305.128(relating to Signatories to Reports) iii. 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. (g) 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 Page 39 230 Construction General Permit TPDES General Permit TXR150000 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. 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. g The SWP3 must include the information required in Part III.B of this general permit. io The SWP3 must include pollution prevention procedures that comply with Part III.G.4 of this general permit. Section G Erosion and Sediment Control Requirements Applicable to All Sites Except as provided in 4o CFR§§125.3o-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 in order to minimize pollutant discharges, (b) Control stormwater discharges,including both peak flowrates and total stormwater volume,to minimize channel and streambank erosion and scour in the immediate vicinity of discharge point(s), (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 in the state,provide and maintain appropriate natural buffers if feasible and as necessary, around surface water in the state,depending on site-specific topography,sensitivity,and proximity to water bodies. Direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges,unless infeasible. If providing buffers is infeasible,the permittee shall document the reason that natural buffers are infeasible and shall implement additional erosion and sediment controls to reduce sediment load, (g) Preserve native topsoil at the site,unless the intended function of a specific area of the site dictates that the topsoil be disturbed or removed,or it is infeasible; and (h) Minimize soil compaction. In areas of the construction site where final vegetative stabilization will occur or where infiltration practices will be installed, either i. restrict vehicle and equipment use to avoid soil compaction, or Page 4o 231 Construction General Permit TPDES General Permit TXR150000 ii. 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; Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted. (i) TCEQ does not consider stormwater control features(e.g.,stormwater conveyance channels,storm drain inlets,sediment basins)to constitute"surface water"for the purposes of triggering the buffer requirement in Part III.G 1.(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 any portion 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 work day,following the day when the earth- disturbing activities have temporarily or permanently ceased. Temporary 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. In limited circumstances,stabilization may not be required if the intended function of a specific area of the site necessitates that it remain disturbed. 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; (c) Minimize the exposure of waste materials by closing waste container lids at the end of the work day For waste containers that do not have lids,where the container itself is not sufficiently secure enough to prevent the discharge of pollutants absent a cover and could leak,the permittee must provide either a cover(e.g.,a tarp,plastic sheeting,temporary roof)to minimize exposure of wastes to precipitation,or a similarly effective means designed to minimize the discharge of pollutants(e.g.,secondary containment),and (d) 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. Page 41 232 Construction General Permit TPDES General Permit TXR15o000 (a) Wastewater from wash out of concrete,unless managed by an appropriate control, (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; (d) Soaps or solvents used in vehicle and equipment washing; and (e) Toxic or hazardous substances from a spill or other release. 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 present at regulated construction sites and operated as a construction support activity 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. Only the discharges of stormwater runoff and non-stormwater from concrete batch plants that meet the requirements of a construction support activity can be authorized under this permit(see the requirements for "Non-Stormwater Discharges"in Part II.A.3 and"Discharges of Stormwater Associated with Construction Support Activity"in Part II.A.2) If discharges of stormwater runoff or non-stormwater from concrete batch plants,are not authorized under this general permit,then discharges must be authorized under an alternative general permit or individual permit [see the requirement in Part II.A.2.(c)] 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 concrete batch plants according to the requirements 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(*i) 15 mg/L i/quarter(*2) (*3) Grab(*4) Total Suspended 5o mg/L i/quarter(*2) (*3) Grab(*4) Solids(*i) pH 6.o—9.o Standard Units i/quarter(*2) (*3) Grab(*4) Total Iron(*1) 1.3 mg/L 1/quarter(*2) (*3) Grab(*4) (*1) All analytical results for these parameters must be obtained from a laboratory that is accredited based on rules located in 3o TAC§25.4(a)or through the National Environmental Laboratory Accreditation Program(NELAP) Analysis must be performed using sufficiently sensitive methods for analysis that comply with the rules located in 4o CFR§136.1(c) and 4o CFR §122.44(i)(1)(iv) Page 42 233 Construction General Permit TPDES General Permit TXRi50000 (*2) 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 3o minutes of discharge,the reason must be documented and attached to all required reports and records of the sampling activity (*3) 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. (*4) 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 sampling event. 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 run-on 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. Page 43 234 Construction General Permit TPDES General Permit TXR150o00 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,which include,but are not limited to the applicable requirements located in Part III.F 7 of this general permit, as follows. 1. Description of Potential Pollutant Sources-The SWP3 must provide a description of potential sources(activities and materials)that can cause,have a reasonable potential to cause or contribute to a violation of water quality standards or have been found to cause,or contribute to,the loss of a designated use of surface water in the state in stormwater discharges associated with concrete batch plants authorized under this permit. The SWP3 must describe the implementation of practices that will be used to minimize to the extent practicable the discharge of pollutants in stormwater discharges associated with industrial activity and non-stormwater discharges(described in Part II.A.3 of this general permit),in compliance with the terms and conditions of 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. i. the location of all outfalls for stormwater discharges associated with concrete batch plants that are authorized under this permit; ii. a depiction of the drainage area and the direction of flow to the outfall(s), iii. structural controls used within the drainage area(s), iv 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 aintenance), areas used for the treatment, storage,or disposal of wastes,liquid storage tanks,material processing and storage areas, and loading and unloading areas, and v 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 to stormwater and that have a potential to 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.1 of this permit, and a schedule for implementation of the measures and controls. This must include, at a minimum. Page 44 235 Construction General Permit TPDES General Permit TXR150000 (a) Good Housekeeping-Good housekeeping measures must be developed and implemented in the area(s) associated with concrete batch plants. i. 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. ii. 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. Personnel conducting these inspections are not required to have signatory authority for inspection reports under 3o TAC§305.128. Inspections of facilities in operation must be performed once every seven days. Inspections of facilities that are not in operation must be performed at a minimum of once per month. The current inspection frequency being implemented at the facility must be recorded in the SWP3. 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 the 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 responsible for stormwater pollution prevention,with the provisions of the SWP3. The frequency of training must be documented in 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. Page 45 236 Construction General Permit TPDES General Permit TXRi50000 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 IV.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§3o5.3.28,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 authorized 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. Part V Concrete Truck Wash Out Requirements This general permit authorizes the land disposal of wash out from concrete trucks at construction sites regulated under this general permit,provided the following requirements are met. Any discharge of concrete production waste water to surface water in the state must be authorized under a separate TCEQ general permit or individual permit. A. Discharge of concrete truck wash out water to surface water in the state,including discharge to storm sewers, is prohibited by this general permit. B. Concrete truck wash out water shall be disposed in areas at the construction site where structural controls have been established to prevent discharge to surface water Page 46 237 Construction General Permit TPDES General Permit TXR150000 in the state,or to areas that have a minimal slope that allow infiltration and filtering of wash out water to prevent discharge to surface water in the state. 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. C. Wash out of concrete trucks during rainfall events shall be minimized. The 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. D. The disposal of wash out water from concrete trucks,made under authorization of this general permit must not cause or contribute to groundwater contamination. E. 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 in Part II.F.i and 2 of this permit. 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. A. A copy of the SWP3, B. All reports and actions required by this permit,including a copy of the construction site notice; C. All data used to complete the NOI,if an NOI is required for coverage under this general permit; and D 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 A. 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(CWA and TWC),and is grounds for enforcement action,for terminating, revoking and reissuance,or modification, or denying coverage under this general permit, or for requiring a discharger to apply for and obtain an individual TPDES permit,based on rules located in TWC§23.086,3o TAC§305.66 and 4o CFR§122.41 (a) B. Authorization under this general permit may be modified,suspended,revoked and reissued,terminated or otherwise suspended for cause,based on rules located in TWC§23.086,3o TAC§305.66 and 4o CFR§122.41(f) Filing a notice of planned changes or anticipated non-compliance by the permittee does not stay any permit condition. The permittee must furnish to the executive director,upon request and within a reasonable time,any information necessary for the executive director to determine whether cause exists for modifying,revoking and reissuing,terminating or,otherwise suspending authorization under this permit,based on rules located in TWC§23.086,3o TAC§305.66 and 4o CFR§122.41(h) Additionally,the permittee must provide to the executive director,upon request,copies of all records that the permittee is required to maintain as a condition of this general permit. C. 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. Page 47 238 Construction General Permit TPDES General Permit TXR150000 D. Inspection and entry shall be allowed under TWC Chapters 26-28,Texas Health and Safety Code§§361.032-361.033 and 361.037, and 4o CFR§122.41(i).The statement in TWC§26.014 that commission entry of 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. E. 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: 1. negligently or knowingly violating the federal CWA§§301,302,306,307,308, 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), 2. 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 3. knowingly violating CWA§303 and placing another person in imminent danger of death or serious bodily injury ' F. 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) G Authorization under this general permit does not convey property or water rights of any sort and does not grant any exclusive privilege. H. 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. I. The permittee shall at all times properly operate and maintain all facilities and systems of treatment and control(and related appurtenances)that 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 that are installed by a permittee only when the operation is necessary to achieve compliance with the conditions of the permit. J The permittee shall comply with the monitoring and reporting requirements in 40 CFR§122.41(j)and(1),as applicable. K. Analysis must be performed using sufficiently sensitive methods for analysis that comply with the rules located in 4o CFR§136.1(c)and 4o CFR§122.44(i)(1)(iv) Part VIII. Fees A. A fee of must be submitted along with the NOI. 1. $325 if submitting a paper NOI,or 2. $225 if submitting an NOI electronically B. 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. C. 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. Page 48 239 Construction General Permit TPDES General Permit TXR150000 D. Effective September 1, 2018,applicants seeking coverage under an NOI or LREW must submit their application using the online e-Permits system available through the TCEQ website,or request and obtain a waiver from electronic reporting from the TCEQ Waivers from electronic reporting are not transferrable and expire on the same date as the authorization to discharge. Page 49 240 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 15-Apr 3o El Paso• Jan. 1-Jul. 14,or May 15-Jul. Bailey Nov 1-Apr 30,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.15-Feb. 14 Sept.1-May 30,or Oct. 1-Jun.14,or Nov 1-Jun.30,or Nov 15-Jul. 14 Borden. Nov 15-Apr 3o Brewster Nov 15-Apr 3o Fisher Dec. 15-Feb. 14 Briscoe: Nov 15-Apr 3o Floyd. Nov 15-Apr 30 Brown. Dec.15-Feb. 14 Foard. Dec.15-Feb 14 Callahan. Dec. 15-Feb 14 Gaines. Nov 15-Apr 30 Carson. Nov 15-Apr 3o Garza. Nov 15-Apr 30 Castro Nov 15-Apr 30 Glasscock: Nov 15-Apr 30 Childress. Dec. 15-Feb 14 Hale: Nov 15-Apr 30 Cochran. Nov 1-Apr 30,or Nov 15- Hall. Feb. 1-Mar 30 May 14 Hansford. Nov 15-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.'i5-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 15-Apr 30 Crane: Nov 15-Apr 3o 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 15-Apr 30 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 15-Apr 3o Kerr Dec. 15-Feb 14 Deaf Smith. Nov 15-Apr 3o Kimble: Dec. 15-Feb. 14 Dickens. Nov 15-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 15-Apr Eastland. Dec. 15-Feb 14 30 Page 50 241 Construction General Permit TPDES General Permit TXR150000 Loving: Nov 1-Apr 30,or Nov 15-May Scurry. Nov 15-Apr 30 �4 Shackelford. Dec. 15-Feb. 14 Lubbock: Nov 15-Apr 3o Sherman. Nov 15-Apr 30 Lynn. Nov 15-Apr 3o Stephens. Dec. 15-Feb. 14 Martin. Nov 15-Apr 30 Sterling: Nov 15-Apr 30 Mason. Dec. 15-Feb 14 Stonewall. Dec. 15-Feb. 14 Maverick: Dec.15-Feb. 14 Sutton. Dec. 15-Feb 14 McCulloch. Dec. 15—Feb. 14 Swisher Nov 15-Apr 30 Menard. Dec. 15-Feb 14 Taylor Dec. 15-Feb 14 Midland. Nov 15-Apr 3o Terrell. Nov 15-Apr 30 Mitchell. Nov 15-Apr 3o Terry Nov 15-Apr 30 Moore: Nov 15-Apr 3o Throckmorton. Dec.15-Feb 14 Motley Nov 15-Jan. 14, or Feb. 1-Mar 30 Tom Green. Dec. 15-Feb. 14 Nolan. Dec.15-'Feb. 14 Upton. Nov 15-Apr 30 Oldham. Nov 15-Apr 3o Uvalde: Dec. 15-Feb. 14 Parmer Nov 1-Apr 14,or Nov 15-Apr Val Verde: Nov 15-Jan. 14,or Feb. 1- Mar 30 30 Pecos. Nov 15-Apr 3o Ward. Nov 1-Apr 14,or Nov 15-Apr 30 Potter Nov 15-Apr 3o Wichita. Dec. 15-Feb 14 Presidio Nov 1-Apr 30, or Nov 15- May 14 Wilbarger Dec. 15-Feb. 14 Randall. Nov 15-Apr 3o Winkler Nov 1-Apr 30,or Nov 15- May 14 Reagan. Nov 15-Apr 3o Yoakum. Nov 1-Apr 30,or Nov 15- Real. Dec. 15-Feb. 14 May 14 Reeves Nov 1-Apr 30,or Nov 15-May Young: Dec. 15-Feb 14 �4 Wheeler Jan. 1-Mar 30, or Dec. 1-Feb. Runnels. Dec.15-Feb. 14 28 Schleicher Dec. 15-Feb. 14 Zavala. Dec. 15-Feb. 14 Page 51 242 Construction General Permit TPDES General Permit TXRi50000 Appendix B Erosivity Index(EI)Zones in Texas • . 66 • _� .. L. f I ... 1 . . _ _ 1 ■ • Y�'r• ,: .. g3 a . t�i --— I I I % . i I I L ■ I III i ® ®r_ i III ■ L-- - -I MI ■ ■ 1_ t. . _iilids _____ ...._.] ,t 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 r Page 52 243 Construction General Permit TPDES General Permit TXR150000 Appendix C: Isoerodent Map , s a 1. Ilj! 1 1 I l - 1 r un s ' II1 -all_ . r 6f6 f Li E . 1 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 53 244 Construction General Permit TPDES General Permit TXR150000 Appendix D: Erosivity Indices for EI Zones in Texas Periods: EI# 1/1 1/16 1/31 2/15 3/1 3/i6 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 10/12 10/2711/11 11/26 12/11,12/31 89 0 1 1 2 3 4 7 2 8 27 38 48 55 62 69 76 83 90 94 97 98 99 100 100 100 90 0 1 2 3 4 6 8 13 21 29 3• 7 4• 6 54 6o 65 69 74 81 87 92 95 97 98 99 100 91 o 0 0 0 1 1 1 2 6 16 2• 9 39 46 53 6o 67 74 81 88 95 99 99 100 100 100 92 0 0 0 0 1 1 1 2 6 16 29 39 46 53 60 67 74 81 88 95 99 99 100 100 100 93 0 1 1 2 3 4 6 8 13 25 40 49 56 62 67 72 76 8o 85 91 97 98 99 99 100 94 0 1 2 4 6 8 10 15 21 29 38 47 53 57 61 65 70 76 83 88 91 94 96 98 100 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 30 37 4• 3 4• 9 54 58 62 66 7o 74 78 82 86 90 94 97 100 97 0 1 3 5 7 10 14 20 28 37 4• 8 5• 6 61 64 68 72 77 81 86 89 92 95 98 99 100 io6 0 3 6 9 13 17 21 27 33 38 4• 4 4• 9 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 54 245 TCEQ Office Use Only Permit No: CN. RN Notice of Intent (NOI) for an Authorization for Stormwater Discharges Associated with Construction Activity under TCEO TPDES General Permit TXR150000 IMPORTANT INFORMATION Please read and use the General Information and Instructions prior to filling out each question in the NOI form. Use the NOI Checklist to ensure all required information is completed correctly Incomplete applications delay approval or result in automatic denial. Once processed your permit authorization can be viewed by entering the following link into your Internet browser http//www2 tceq texas.gov/wq_dpa/index.cfm or you can contact TCEQ Stormwater Processing Center at 512-239-3700 ePERMITS - - - - — - - Effective September 1, 2018, this paper form must be submitted to TCEQ with a completed electronic reporting waiver form(TCEQ 20754). To submit an NOI electronically, enter the following web address into your Internet browser and follow the instructions. https.//www3 tceq texas.gov/steers/index.cfm ;APPLICATION FEE AND PAYMENT The application fee for submitting a paper NOI is $325 The application fee for electronic submittal of a NOI through the TCEQ ePermits system (STEERS) is $225 Payment of the application fee can be submitted by mail or through the TCEQ ePay system. The payment and the NOI must be mailed to separate addresses. To access the TCEQ ePay system enter the following web address into your Internet browser http•//www tceq texas.gov/epay Provide your payment information for verification of payment: • If payment was mailed to TCEQ provide the following: o Check/Money Order Number o Name printed on Check: r • If payment was made via ePay, provide the following: o Voucher Number o A copy of the payment voucher is attached to this paper NOI form. TCEQ-2oo22(3/6/2018) Page i Notice,of Intent for Construction Stormwater Discharges under TXRi50000 246 RENEWAL(This portion of the NOI is not applicable after June 3, 2018)_ ?^ __ __ ] Is this NOI for a renewal of an existing authorization? p Yes 0 No If Yes, provide the authorization number here: TXR15 NOTE. If an authorization number is not provided, a new number will be assigned. SECTION 1. OPERATOR (APPLICANT) a) If the applicant is currently a customer with TCEQ what is the Customer Number (CN) issued to this entity? CN (Refer to Section 1.a) of the Instructions) 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 contact information for the Operator (Responsible Authority)? Prefix (Mr Ms. Miss). I ______ _--] First and Last Name. 1 Suffix: - Title: l _ T_�__----A Credentials. 17 Phone Number. ; ____ J Fax Number L___ E-mail. -- -- _—_— _ Mailing Address. City, State, and Zip Code: [ __ Mailing Information if outside USA. Territory _ 1 Country Code: [ __ _ _ —_ Postal Code: f_ d) Indicate the type of customer 0 Individual 0 Federal Government 0 Limited Partnership 0 County Government General Partnership 0 State Government g Trust 0 City Government 0 Sole Proprietorship (D.B.A.) 5 Other Government 0 Corporation 0 Other ❑ Estate e) Is the applicant an independent operator? 0 Yes p No TCEQ-2oo22,(3/6/2018) Page 2 Notice of Intent for Construction Stormwater Discharges under TXR150000 247 (If a governmental entity, a subsidiary, or part of a larger corporation, check No ) f) Number of Employees. Select the range applicable to your company 0 0-20 ❑ 251-500 21-100 0 501 or higher ❑ 101-250 g) 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 j _- �_ j Federal Tax ID• Texas Secretary of State Charter (filing) Number _. _ _ DUNS Number (if known) SECTION 2. APPLICATION CONTACT • Is the application contact the same as the applicant identified above? 0 Yes, go to Section 3 p No, complete this section Prefix(Mr Ms. Miss)• i First and Last Name: � ^ � _I Suffix: l �._ 1 Title: - __ _ _:_-_ Credential. — — 1 Organization Name: Phone Number. r _ � __ _ _J Fax Number• E-mail. -- - -- 1 Mailing Address: Internal Routing (Mail Code, Etc.)- City, State, and Zip Code. Mailing information if outside USA. Territory Country Code. ]Postal Code: L7 — SECTION 3. REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE a) If this is an existing permitted site, What is theRegulated Entity Regulat Entity Number (RN) issued to this site? RN (Refer to Section 3.a) of the Instructions) TCEQ-20022(3/6/2018) Page 3 Notice of Intent for Construction Stormwater Discharges under TXR1.500oo 248 b) Name of project or site (the name known by the community where it's located): c) In your.own words, briefly describe the type of construction occurring at the regulated site (residential, industrial, commercial, or other) Lam_ d) County or Counties (if located in more than one) e) Latitude: E ^� _ _ -1 Longitude. f) Site Address/Location If the site has a physical address such as 12100 Park 35 Circle, Austin, TX 78753, complete Section A. If the site does not have a physical address, provide a location description in Section B. Example: located on the north side of FM 123, 2 miles west of the intersection of FM 123 and Highway 1 Section A: Street Number and Name. r City, State, and Zip Code: L= Section B: Location Description. City(or city nearest to) where the site is located. j _ Zip Code where the site is located. L SECTION 4. GENERAL CHARACTERISTICS a) Is the project or site located on Indian Country Lands? 'Yes, do not submit this form. You must obtain authorization through EPA Region 6 iNo 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? p Yes. Note: The construction stormwater runoff may be under jurisdiction of the Railroad Commission of Texas and may need to obtain authorization through EPA Region 6. r-� ❑ No c) What is the Primary Standard Industrial Classification (SIC) Code that best describes the construction activity being conducted at the site? d) What is the Secondary SIC Code(s), if applicable?, �1 e) What is the total number of acres to be disturbed? f) Is the project part of a larger common plan of development or sale? TCEQ-2oo22(3/6/2o18) Page 4 Notice of Intent for Construction Stormwater Discharges under TXRi50000 249 ❑ Yes No The total number of acres disturbed, provided in e) above, must be 5 or more. If the total number of acres disturbed is less than 5, do not submit this form. See the requirements in the general permit for small construction sites. g) What is the estimated start date of the project? h) What is the estimated end date of the project? r _ „_ i) Will concrete truck washout be performed at the site? Yes 0 No j) What is the name of the first water body(ies) to receive the stormwater runoff or potential runoff from the site? I k) What is the segment number(s) of the classified water body(ies) that the discharge will eventually reach? 1) Is the discharge into a Municipal Separate Storm Sewer System(MS4)? D Yes O No If Yes, provide the name of the MS4 operator. E Note: The general permit requires you to send a copy of this NOI form to the MS4 operator m) Is the discharge or potential discharge from the site within the Recharge Zone, Contributing Zone, or Contributing Zone within the Transition Zone of the Edwards Aquifer, as defined in 30 TAC Chapter 213? Yes, complete the certification below Li No, go to Section 5 I certify that the copy of the TCEQ-approved Plan required by the Edwards Aquifer Rule (30 TAC Chapter 213) that is included or referenced in the Stormwater Pollution Prevention Plan will be implemented. 0 Yes SECTION 5.NOI CERTIFICATION a) I certify that I have obtained a copy and understand the terms and conditions of the r-� Construction General Permit (TXR150000). 0 Yes b) I certify that the full legal name of the entity applying for this permit has been provided r and is legally authorized to do business in Texas. 0 Yes c) I understand that a Notice of Termination(NOT) must be submitted when this authorization is no longer needed. 0 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 Construction General Permit (TXR150000) 0 Yes 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 TCEQ-20o22(3/6/201.8) Page 5 Notice of Intent for Construction Stormwater Discharges under TXRi50000 250 SECTION 6. APPLICANT CERTIFICATION SIGNATURE Operator Signatory Name. _ __ Operator Signatory Title: V _ ___1 I 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 Arid 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 (use blue ink)- Date. TCEQ-2oo22(3/6/2018) Page 6 Notice of Intent for Construction Stormwater Discharges under TXR150000 251 NOTICE OF INTENT CHECKLIST (TXR150000) 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. Confirm each item (or applicable item) in this form is complete. This checklist is for use by the applicant to ensure a complete application is being submitted. Missing information may result in denial of coverage under the general permit. (See NOI process description in the General Information and Instructions.) _APPLICATION FEE - —_ ._ If paying by check: C Check was mailed separately to the TCEQs Cashier's Office. (See Instructions for Cashier's address and Application address.) Check number and name on check is provided in this application. If using ePay The voucher number is provided in this application and a copy of the voucher is attached. RENEWAL - - —___-- -_. _ __--- __- ___ _ _ -_ Ei If this application is for renewal of an existing authorization, the authorization number is provided. OPERATOR INFORMATION gl Customer Number (CN) issued by TCEQ Central Registry 0 Legal nam4 as filed to do business in Texas. (Call TX SOS 512-463-5555 to verify) Name and title of responsible authority signing the application. 0 Phone number and e-mail address Mailing address is complete &verifiable with USPS. www.usps.com Type of operator (entity type). Is applicant an independent operator? El Number of employees. C For corporations or limited partnerships -Tax ID and SOS filing numbers. p Application contact and address is complete &verifiable with USPS. http://www.usps.com !REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE Regulated Entity Number (RN) (if site is already regulated by TCEQ) 0 Site/project name and construction activity description 0 County p;Latitude and longitude http://www.tcea.texas:gov/gis/sgmaview.html TCEQ-20022 Checklist(03/06/2018) Page 1 252 n 0 Site Address/Location. Do not use a rural route or post office box. GENERAL CHARACTERISTICS Indian Country Lands -the facility is not on Indian Country Lands. q Construction activity related to facility associated to oil, gas, or geothermal resources f`9 d Primary SIC Code that best describes the construction activity being conducted at the site. www.osha.gov/oshstats/sicser.html Estimated starting and ending dates of the project. ❑ Confirmation of concrete truck washout. p Acres disturbed is provided and qualifies for coverage through a NOI. , D Common plan of development or sale. 0 Receiving water body or water bodies. r � 0 Segment number or numbers. 0 MS4 operator r, 0 Edwards Aquifer rule. iCERTTFICATION -- - - - - - - _ — — 0 Certification statements have been checked.indicating Yes. r-, (j Signature meets 30 Texas Administrative Code (TAC) §305 44 and is original. TCEQ-20022 Checklist(03/06/2018) Page 2 253 Instructions for Notice of Intent (NOI) for Stormwater Discharges Associated with Construction Activity under TPDES General Permit (TXRl 50000) GENERAL INFORMATION i ! 1Where to Send the Notice of Intent (NOI): By Regular Mail. By Overnight or Express Mail. TCEQ TCEQ Stormwater Processing Center (MC228) Stormwater Processing Center (MC228) P 0 Box 13087 12100 Park 35 Circle Austin, Texas 78711-3087 Austin, TX Application Fee: The application fee of $325 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. Payment of the fee may be made by check or money order, payable to TCEQ, or through EPAY (electronic payment through the web) Mailed Payments: Use the attached General Permit Payment Submittal Form. The application fee is submitted to a different address than the NOI. Read the General Permit Payment Submittal Form for further instructions, including the address to send the payment. ePAY Electronic Payment: http://www.tceq.texas.gov/epav 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 (TCEQ 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. 512-239-0900 Reports from databases (as available). 512-239-DATA(3282) Cashier's office: 512-239-0357 or 512-239-0187 .Notice of Intent Process: When your NOI is received by the program, the form will be processed as follows. • 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(es) on the form must be verified with the US Postal service as receiving regular mail delivery Do not give an overnight/express mailing address. TCEQ 20022 (3/6/2018) Page 1 Instructions for Notice of Intent for TPDES General Permit TXR150000 254 • 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 30 days to respond to the NOD The response will be reviewed for completeness. • 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 (Your Permit):- - _--, 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 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 http://www.tceq.texas.gov Search using keyword TXR150000 ,Change in Operator - An authorization under the general permit is not transferable. If the operator of the regulated project or site 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 no 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 final acknowledgment of coverage under the general permit, the program will assign a Customer Number and Regulated Entity Number, if one has not already been assigned to this customer or site. For existing customers and sites, you can find the Customer Number and Regulated Entity Number by entering the following web address into your internet browser http://www15 tceq texas.gov/crpub/ or you can contact the TCEQ Stormwater Processing Center at 512-239-3700 for assistance. On the website, you can search by your permit number, the Regulated Entity(RN) number, or the Customer Number (CN) If you do not know these numbers, you can select "Advanced Search" to search by permittee name, site address, etc. 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 this permit, a Notice of Change form must be submitted to the program area. TCEQ 20022 (3/6/2018) Page 2 Instructions for Notice of Intent for TPDES General Permit TXR150000 255 ------ --------- - -- ----- - - --- -- -- ;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. :Section 1. OPERATOR-(APPLI(ANT) a) 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 the applicant is an existing TCEQ customer, the Customer Number is available at the following website. http://wwwl5.tceq.texas.gov/crpub/ If the applicant is not an existing TCEQ customer, leave the space for CN blank. b) Legal Name of Applicant Provide the current legal name of the applicant. The name must be provided exactly as filed with the Texas Secretary of State (SOS), or on other legal documents forming the entity, as filed in the county You may contact the sqs at 512-463-5555, for more information related to filing in Texas. If filed in the county, provide a copy of the legal documents showing the legal name. c) Contact Information for the Applicant (Responsible Authority) Provide information for the person signing the application in the Certification section. This person is also referred to as the Responsible Authority Provide a complete mailing address for receiving mail from the TCEQ. The mailing address must be recognized by the US Postal Service. You may verify the address on the following website: https.//tools.usps.com/go/ZipLookupAction!innut.action. The phone number should provide contact to the applicant. The fax number and e-mail address are optional and should correspond to the applicant. d) 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 an authorization. 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). If the customer is a `General Partnership' or `Joint Venture' filed in the county (not filed with TX SOS), the legal name of each partner forming the `General Partnership' or `Joint Venture' must be provided. Each `legal entity' must apply as a co-applicant. TCEQ 20022 (3/6/2018) Page 3 Instructions for Notice of Intent for TPDES General Permit TXR150000 256 Trust Or Estate A trust and an estate are fiduciary relationships governing the trustee/executor with respect to the trust/estate property Sole Proprietorship (DBA) A sole proprietorship is a customer that is owned by only one person and has not been incorporated. This business may 1 be under the person's name 2 have its own name (doing business as or DBA) 3 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) Corporation A customer that meets all of these conditions. 1 is a legally incorporated entity under the laws of any state or country 2 is recognized as a corporation by the Texas Secretary of State 3 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 is not recognized as the 'legal name' Other This may include a utility district, water district, tribal government, college district, council of governments, or river authority Provide the specific type of government. e) Independent Entity Check No if this customer is a subsidiary, part of a larger company, or is a governmental entity Otherwise, check Yes. f) 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. TCEQ 20022 (3/6/2018) Page 4 Instructions for Notice of Intent for TPDES General Permit TXR150000 257 g) 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 the Tax ID number 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. [Section 2.APPLICATION CONTACT Provide the name and contact information for the person that TCEQ can contact for additional information regarding this application. Section 3 REGULATED ENTITY(RE)INFORMATION'ON PROJECT OR SITE a) Regulated Entity Number (RN) The RN is issued by TCEQ's Central Registry to sites where an activity is regulated by TCEQ. This is not a permit number, registration number, or license number Search TCEQ's Central Registry to see,if the site has an assigned RN at httn://wwwl5.tcea.texas.gov/crpub/ 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, an RN may already be assigned for the larger site. Use the RN assigned for the larger site. If the site is found, provide the assigned 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 TCEQ 20022 (3/6/2018) Page 5 Instructions for Notice of Intent for TPDES General Permit TXR150000 258 b) Name of the Project or Site Provide the name of the site or project 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 Provide the name of the county where the site or project is located. If the site or project is located in more than one county, provide the county names as secondary 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. f) Site Address/Location If a site has an address that includes a street number and street name, enter the complete address for the site in Section A. If the physical address is not recognized as a USPS delivery address, you may need to validate the address with your local police (911 service) or through an 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. If a site does not have an address that includes a street number and street name, provide a complete written location description in Section B. For example: "The site is located on the north side of FM 123, 2 miles west of the intersection of FM 123 and Highway 1 " Provide the city(or nearest city) and zip code of the site location. 'Section 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 (RRC) and may need to obtain authorization from EPA Region 6. 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 TCEQ 20022 (3/6/2018) Page 6 Instructions for Notice of Intent for TPDES General Permit TXR150000 259 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 RRC's jurisdiction must be authorized by the EPA and the RRC, as applicable. Activities under RRC 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 RRC, 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 RRC 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 RRC. 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 RRC 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. For more information about the jurisdictions of the RRC and the TCEQ, read the Memorandum of Understanding (MOU) between the RRC and TCEQ at 16 Texas Administrative Code, Part 1, Chapter 3, Rule 3 30,by entering the following link into an internet browser http://texreg.sos.state.tx.us/public/readtac$ext.TacPage?s1=R&app=9&p_dir=&p_rloc= &p_tloc=&p_ploc=&pg=1&p_tac=&ti=16&pt=1&ch=3&r1=30 or contact the TCEQ Stormwater Team at 512-239-4671 for additional information. c) Primary Standard Industrial Classification(SIC) Code Provide the SIC Code that best describes the construction activity being conducted at this site. Common SIC Codes related to construction activities include: • 1521 - Construction of Single Family Homes • 1522 - Construction of Residential Buildings Other than Single Family Homes • 1541 - Construction of Industrial Buildings and Warehouses TCEQ 20022 (3/6/2018) Page 7 Instructions for Notice of Intent for TPDES General Permit TXR150000 260 • 1542 - Construction of Non-residential Buildings, other than Industrial Buildings 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, enter the following link into your internet browser httn://www.osha.gov/p1s/imis/sicsearch.html or you can contact the TCEQ Small Business and Local Government Assistance Section at 800-447-2827 for assistance. d) Secondary SIC Code Secondary SIC Code(s) may be provided. Leave this blank if not applicable. For help with SIC Codes, enter the following link into your internet browser http://www.osha.gov/pls/imis/sicsearch.html or you can contact the TCEQ Small Business and Environmental Assistance Section at 800-447-2827 for assistance. 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 submission 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 a common plan of development is, refer to the definition of"Common Plan of Development" in the Definitions section of the general permit or enter the following link into your internet browser www.tceq.texas.gov/permitting/stormwater/common_plan_of_develonment_steps.htn,l For further information, go to the TCEQ stormwater construction webpage enter the following link into your internet browser www.tcea.texas.gov/goto/construction and search for "Additional Guidance and Quick Links" If you have any further questions about the Common Plan of Development you can contact the TCEQ Stormwater Team at 512-239-4671 or the TCEQ Small Business and Environmental Assistance at 800-447- 2827 TCEQ 20022 (3/6/2018) Page 8 Instructions for Notice of Intent for TPDES General Permit TXR150000 261 g) Estimated Start Date of the Project This is the date that any construction activity or construction support activity is initiated at the site. If renewing the permit provide the original start date of when construction activity for this project began. h) Estimated End Date of the Project This is the date that any construction activity or construction support activity will end and final stabilization will be achieved at the site. i) Will concrete truck washout be performed at the site? Indicate if you expect that operators of concrete trucks will washout concrete trucks at the construction site. j) 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. k) Identify the segment number(s) of the classified water body(s) Identify the classified segment number(s) receiving a discharge directly or indirectly Enter the following link into your internet browser 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 or by contacting the TCEQ Water Quality Division at (512) 239-4671 for assistance. You may also find the segment number in TCEQ publication GI-316 by entering the following link into your internet browser www.tceq.texas.gov/publications/gi/gi-316 or by contacting the TCEQ Water Quality Division at (512) 239-4671 for assistance. If the discharge is into an unclassified receiving water and then crosses state lines prior to entering a classified segment, select the appropriate watershed. • 0100 (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. 1) 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 TCEQ 20022 (3/6/2018) Page 9 Instructions for Notice of Intent for TPDES General Permit TXR150000 262 copy of the NOI submitted to TCEQ. For assistance, you may call the technical staff at 512-239-4671 m) Discharges to the Edwards Aquifer Recharge Zone and Certification 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. 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 by entering the following link into an internet browser- www.tceq.texas.gov/field/eapp/viewer.html or by contacting the TCEQ Water Quality Division at 512-239-4671 for assistance. 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 (30 TAC Chapter 213) is required before construction can begin. 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- 2929 For Projects in Bexar, Comal, Kinney, Medina and Uvalde Counties. TCEQ San Antonio Regional Office, 14250 Judson Rd., San Antonio, TX 78233-4480, 210-490- 3096 Section 5 NOI CERTIFICATION Note: 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 (TXR150000) 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 by entering the following link into an internet browser www.tceq.texas.gov/goto/construction or you may contact the TCEQ Stormwater processing Center at 512-239-3700 for assistance. 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 the Construction General Permit through the submittal of a NOT when the operator of the facility changes, final stabilization has TCEQ 20022 (3/6/2018) Page 10 Instructions for Notice of Intent for TPDES General Permit TXR150000 263 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 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. ;Section 6.APPLICANT CERTIFICATION SIGNATURE 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 NOI 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. 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 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 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 TCEQ's Environmental Law Division at 512-239-0600 TCEQ 20022 (3/6/2018) Page 11 Instructions for Notice of Intent for TPDES General Permit TXR150000 264 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 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 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 20022 (3/6/2018) Page 12 Instructions for Notice of Intent for TPDES General Permit TXR150000 265 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. `Instructions_ • Complete items 1 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 yourNOi 'Mail this form and your check to either of the following:_ _ _ By Regular U.S. Mail By Overnight or 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-2.14 P 0 Box 13088 12100 Park 35 Circle Austin, TX 78711-3088 Austin, TX 78753 "Fee Code: GPA General Permit: TXR150000 T ; 1 Check or 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 or 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 application entries! If there is not enough space on the form to list all of the projects or sites the authorization will cover, then attach a list of the'additional sites. Project/Site (RE) Name: _ Project/Site (RE) Physical Address. Staple the check or money order to this form in this space. TCEQ-20134 (03/06/2018) Page 1 266 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 1 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 0 Box 13088 12100 Park 35 Circle Austin,TX 78711-3088 Austin,TX 78753 Fee Code: GPA General Permit: TXG920000 1. Check/Money Order No YY 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 YYuY Staple Check in This Space TCEQ-20134(04/13/2006) Page 1 267 TCEQ Office Use Only Permit No: rul CN. RN Region. 1111 Notice of Termination (NOT) for Authorizations under TPDES General Permit TXR150000 IMPORTANT INFORMATION: Please read and use the General Information and Instructions prior to filling out each question in the form. Effective September 1, 2018,this paper form must be submitted to TCEQ with a completed electronic reporting waiver form(TCEQ 20754). ePermits: This form is available on our online permitting system. Sign up for online-permitting at: https.//www3.tceq.texas.gov/steers/ What is the permit number to be terminated? TXR15 '-- -------- 1 TXRcw __ --_---- __ ---- -=---J Section 1. OPERATOR (Permittee) a) What is the Customer Number(CN) issued to this entity? b) What is the Legal Name of the current permittee? c) Provide the contact information for the Operator(Responsible Authority). Prefix (Mr Ms. or Miss). i._- L ^_ --I First and Last Name: i_ LL � _ � ; Suffix: Es-'_ J_ 1 Title: 1_ __:___J Credentials. r __ _i Phone Number. L i Fax Number ,_ - __ _ __ _____ 1, Email. i- ._ �— -- .1 Mailing Address. !- � _ _ __- J City, State, and Zip Code: [ - -- Country Mailing Information, if outside USA. _ -__-___ __�___ _TI__ I Section 2. APPLICATION CONTACT This is the person TCEQ will contact if additional information is needed regarding this application. Is the application contact the same as the permittee identified above? ci Yes, go to Section 3 0 No, complete section below TCEQ-20023 (03/09/2018) Page 1 Notice of Termination for TXR150000 268 Prefix(Mr Ms. or Miss): First and Last Name: _ ^ i, Suffix: Title: !. -__ __' Credentials: _ ____ ______ __-_--J Phone Number y 1,Fax Number Email. __- � ] Mailing Address: L -- - - --- - - i City, State, and Zip Code: % - _Y 1 Country Mailing Information, if outside USA. Section 3. REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE a) TCEQ issued RE Reference Number(RN): RN 7_ ____ _ _ b) Name of project or site as known by the local community _ __ c) County,or counties if more than 1 ____ = ` � -_] d) Latitude: ; _ ]Longitude: t e) Site Address/Location. If the site has a physical address such as 12100 Park 35 Circle, Austin, TX 78753, complete Section 3A. If the site does not have a physical address, provide a location description in Section 3B. Example: located on the north side of FM 123, 2 miles west of the intersection of FM 123 and Highway 1 Section 3A. Physical Address of Project or Site: Street Number and Name: City, State, and Zip Code. ! _ �__- �_ _ __] Section 3B: Site Location Description: Location description. - -- ---r--- - - - — —- City where the site is located or, if not in a city,what is the nearest city Zip Code where the site is located. r_ Section 4. REASON FOR TERMINATION Check the reason for termination. b 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 been removed, or scheduled for removal as defined in the SWP3 ❑ 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 identified in the SWP3 have been transferred to the new Operator TCEQ-20023 (03/09/2018) Page 2 Notice of Termination for TXR150000 1 269 0 The discharge is now authorized under an alternate TPDES permit. 0 The activity never began at this site that is regulated under the general permit. Section 5. CERTIFICATION Signatory Name: L____ Signatory Title: I 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 (use blue ink): Date: TCEQ-20023 (03/09/2018) Page 3 Notice of Termination for TXR150000 270 Instructions for Notice of Termination (NOT) for Authorizations under TPDES General Permit TXR150000 GENERAL INFORMATION Where to Send the Notice of Termination(NOT): BY REGULAR U.S. MAIL. BY OVERNIGHT/EXPRESS MAIL. Texas Commission on Environmental Quality Texas Commission on Environmental Quality Stormwater Processing Center (MC-228) Stormwater Processing Center (MC-228) P 0 Box 13087 12100 Park 35 Circle Austin,Texas 78711-3087 Austin,TX 78753 TCEQ Contact List: Application status and form questions: 512-239-3700, swpermit@tceq.texas.gov Technical questions: 512-239-4671, swgu@tceq.texas.gov Environmental Law Division. 512-239-0600 Records Management- obtain copies of forms. 512-239-0900 Reports from databases (as available): 512-239-DATA(3282) 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, and • the form has the required original signature with title and date. r 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 Chan:e in O•erator: 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 NOT and NOI must be submitted not later than 10 days prior to the change in Operator status. INSTRUCTIONS FOR FILLING OUT THE FORM The majority of permit information related to the current operator and regulated entity are available at the following website: http://www2.tceq.texas.gov/wq_dua/index.cfm. TCEQ-20023 (03/09/2018) Page 1 Instructions for Notice of Termination for TXR150000 271I Section 1. 0 s erator (Current Permittee): a) Customer Number(CN) TCEQ's Central Registry assigns each customer a number that begins with CN, followed by nine digits. This is not a permit number, registration number, or license number The Customer Number, for the current permittee, is available at the following website: httn://www2.tcea.texas.gov/wq_dpa/index.cfm. b) 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. The current operator name, as provided on the current authorization, is available at the following website: http://www2.tceq.texas.gov/wq_dpa/index.cfm. c) Contact Information for the Operator (Responsible Authority) Provide information for person signing the NOT application in the Certification section. This person is also referred to as the Responsible Authority Provide a complete mailing address for receiving mail from the TCEQ Update the address if different than previously submitted for the Notice of intent or Notice of Change. The mailing address must be recognized by the US Postal Service. You may verify the address on the following website: https.//tools.usps.com/go/ZipLookunAction!input.action. The phone number should provide contact to the operator The fax number and e-mail address are optional and should correspond to the operator Section 2. A I .lication Contact: Provide the name,title and contact information of the person that TCEQ can contact for additional information regarding this application. Section 3. Re: lated Enti (RE) Information on Project or Site: a) Regulated Entity Reference Number(RN) A number issued by TCEQ's Central Registry to sites where an activity regulated by TCEQ This is not a permit number,registration number, or license number The Regulated Entity Reference Number is available at the following website. httn://www2.tceo.texas.gov/wq_dpa/index.cfm. b) Name of the Project or Site Provide the name of the site as known by the public in the area where the site is located. c) County Identify the county or counties in which the regulated entity is located. d) Latitude and Longitude Enter the latitude and longitude of the site in degrees,minutes, and seconds or decimal form. The latitude and longitude as provided on the current authorization is available at the following website. http.//www2.tceq.texas.gov/wq_dpa/index.cfm. e) Site/Project(RE)Physical Address/Location Information The physical address/location information, as provided on the current authorization, is available at the following website: http://www2.tcea.texas.gov/wa_dna/index.cfm. TCEQ-20023 (03/09/2018) Page 2 Instructions for Notice of Termination for TXR150000 272 Section 3A. If a site has an address that includes a street number and street name, enter the complete address for the site. If the physical address is not recognized as a USPS delivery address,you may need to validate the address with your local police (911 service) or through an online map site used to locate the 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. Section 3B. If a site does not have an address that includes a street number and street name, provide a complete written location description.For example. "The site is located on the north side of FM 123, 2 miles west of the intersection of FM 123 and Highway 1 " Provide the city(or nearest city) and Zip Code of the facility location. Section 4. Reason for Termination: The Notice of Termination form is only for use to terminate the authorization(permit) The Permittee must indicate the specific reason for terminating 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. Section 5. Certification: The certification must bear an original signature of a person meeting the signatory requirements specified under 30 Texas Administrative Code §305 44 IF YOUAREA CORPORATION.' The regulation that controls who may sign an application form is 30 Texas Administrative Code §305 44(a), which is provided 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 YOUAREA MUNICIPALITY OR OTHER GOVERNMENT ENTITY The regulation that controls who may sign an NOI or similar form is 30 Texas Administrative Code §305 44(a), which is provided 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 statutes 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 512-239-0600 TCEQ-20023 (03/09/2018) Page 3 Instructions for Notice of Termination for TXR150000 273 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 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 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 (03/09/2018) Page 4 Instructions for Notice of Termination for TXR150000 274 111. 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 Internet at: http.//www.tceq.state.tx.us/nav/permits/wq 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. 275 LARGE CONSTRUCTION SITE NOTICE FOR THE. Texas Commission on Environmental Quality(TCEQ) Stormwater Program TPDES GENERAL PERMIT TXR150000 "SECONDARY OPERA TOR " 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 Internet at: http.//www.tceq.state.tx.us/nav/permits/wq 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(SWP3) For Large Construction Activities Authonzed 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 3 276 IIIII 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/wq construction.html Operator Name Contact Name and Phone Number _oJect 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 of 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 3 277 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION Section 01566 SOURCE CONTROLS FOR EROSION AND 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 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 pnor 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 01566- 1 of 5 278 CITY OF PEARLAND- SOURCE CONTROLS FOR 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 matenal 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. 4 Irrigation by water sprinkling 07/2006 01566-2 of 5 279 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 5 Barriers using solid board fences, burlap fences, crate walls,bales of hay, or similar matenals. 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 matenals 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 debns 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 01566-3 of 5 280 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 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 matenal 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 5 281 CITY OF PEARLAND - SOURCE CONTROLS FOR 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 matenal 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 01566-5 of 5 282 CITY OF PEARLAND 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. 1 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 mstallations 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. 5/2013 01570- 1 of 5 283 CITY OF PEARLAND 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 m applicable Sections. F Refer to Section 01200—Measurement&Payment Procedures. 103 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 structures, and embankment which fall under provisions of 5/2013 01570-2 of 5 284 CITY OF PEARLAND 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,SubpartP, 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),of the 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),judgments or claims by anyone for injury or death of 5/2013 01570-3 of 5 285 CITY OF PEARLAND 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 01570-4 of 5 286 CITY OF PEARLAND 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 4 / 5/2013 01570-5 of 5 287 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 01580-1 288 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 carnage 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 01580-2 289 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 01580-3 290 r CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS PROJECT IDENTIFICATION SIGN EXHIBIT 1 . . ... . . ... . _ -i• "-' - `,......r,,;:".:,, ,':.--.,',t:,,,:, _.`:jit'''''''Y'ri4;'''.'':-,' -L__ ;!.....,..,,,-.-.,,.',..", .,1'.',,,e'•,'`,,;•:" ! _ . -, t 2,,•;.& .. ' . • '-2' .•°z q12 I 14 ,4,..;;$.7,,..„,4, . . : [ _ ,,..i, . .motilk..!,... RT,..___ I • -1. . 1 - -**\''' .'''.' ',..lx, -,. — .TIF.0.1. ,,,,,,i• -• i ' Ti • . ,-, . , ,,,,,- . 14 4 4„ • __ ' .4.- .,:4•• . 4 $`44:..4'' ,.,A.4.14V g 4..,•,•311,". ....h2.4.4 IF - ,,,,,.,,...,,,,, ,,,,,,,, 4,t,. 1 , '''' Itk ' . .,oF446,Vt,,i1„ •&,•iik,x4.,r ,A'.f 4,,;1v:Ap,:..;)'4 %.‘. ,4 ..,,' ct'Y',.tifl,'';:l'Al'.'''•f 4 .?.,;.! q .. . . . .2. — • ) 10/2014 01580-4 291 CITY OF PEARLAND 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 matenal,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 01600- 1 of 3 292 CITY OF PEARLAND 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 onginal, 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 3 293 CITY OF PEARLAND 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 not closer than 3 feet to any fire hydrant. Public and private dnves and street crossings shall be kept open. K The total length which materials may be distributed along the route of construction at any one time is 1000 lineal feet, unless otherwise approved in writing by the Project Manager 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01600-3 of 3 294 CITY OF PEARLAND 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,fabncation,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- 1 of 3 295 CITY OF PEARLAND 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 3 296 CITY OF PEARLAND 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 - NotUsed END OF SECTION 07/2006 01630-3 of 3 297 CITY OF PEARLAND 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 Venfy locations of survey control points prior to starting Work. B Notify Engineer immediately of any discrepancies discovered. 07/2006 01720- 1 of 2 298 CITY OF PEARLAND 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 - Not Used END OF SECTION 07/2006 01720-2 of 2 299 CITY OF PEARLAND ' 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 those required by the equipment or system manufacturer 07/2006 01750- 1 of 2 300 CITY OF PEARLAND 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 2 301 CITY OF PEARLAND 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- 1 of 2 302 CITY OF PEARLAND 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 PRODUCTS - 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 2 303 ) 1 CITY OF PEARLAND 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 occupy portions 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 pnor to final inspection. B Clean debris from drainage systems C Clean Project Site, sweep paved areas, rake clean landscaped surfaces. 09/2009 01770- 1 of 2 304 CITY OF PEARLAND CONTRACT CLOSEOUT D Remove waste and surplus matenals, 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-nng/D binder with durable plastic cover C Submit warranties pnor 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 2 305 I CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 2 J TECHNICAL SPECIFICATIONS I DIVISION 2 SITE WORK 07/2006 306 CITY OF PEARLAND SITE PREPARATION Section 02200 SITE PREPARATION 1.0 GENERAL 1.01 SECTION INCLUDES A Removal of topsoil, stripping and stockpiling, clearing and grubbing. B Removal and disposal of waste matenals, excess matenals, debns and trash. C Removal of obstructions. D Excavation and fill. E Salvaging of designated item. F References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01450—Testing Laboratory Services 4 Section 01500—Temporary Facilities and Controls 5 Section 02255—Bedding, Backfill and Embankment Material 6 Section 02330—Embankment 7 Section 01140—Contractor's Use of Premises G Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" 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. B If Site Preparation is included as a Bid Item, measurement will be based on the Units shown in Section 00300 — Bid Proposal and in accordance with Section 01200 — Measurement and Payment Procedures 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit embankment matenal sources and product quality information in accordance this Section. 1/2018 02200- 1 of 4 307 CITY OF PEARLAND SITE PREPARATION 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 —Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 — Bedding, Backfill and Embankment Material. 3.0 EXECUTION 3.01 CLEARING AND GRUBBING A Clear Project Site of trees,shrubs,and other vegetation,except for those designated by Owner to be left standing. B Use only hand methods for grubbing inside drip line of trees designated to remain. C Completely remove stumps,roots,and other debris protruding through ground surface. 1 On areas required for roadway, channel, or structural excavation, remove stumps, 2" diameter or larger limbs and roots, to depth of 2 feet below lower elevation of excavation. 2. On areas required for embankment construction, remove 2" diameter limbs, stumps and roots to depth of 2 feet below ground surface 3 Trees and stumps may be cut off as close to natural ground as practicable on areas which are to be covered by at least 3 feet of embankment D Fill depressions caused by clearing and grubbing operations with satisfactory soil material, unless further excavation or earthwork is indicated. 1 Place fill material in horizontal layers not exceeding 6 inches loose depth,and thoroughly compact to density equal to adjacent ongmal ground. E Complete operations by bulldozing,blading, and grading so that prepared area is free of holes, unplanned ditches, abrupt changes in elevations and irregular contours, and preserve drainage of area. 1 Blade entire area to prevent ponding of water and to provide drainage,except in areas to be immediately excavated 1/2018 02200-2of4 308 CITY OF PEARLAND , SITE PREPARATION 3.02 TOPSOIL STRIPPING AND STOCKPILING A Obtain approval of topsoil quality before excavating and stockpiling. B Excavate topsoil for esplanades and areas to receive grass or landscaping from areas to be further excavated. C Topsoil Stripping. m 1 Remove growths of grass from areas before stripping. 2. Topsoil is defined as surface soil found of depth of not less than 4 inches 3 Strip topsoil to depths encountered. 4 Perform stripping in a manner to prevent intermingling of topsoil with underlying sterile subsoil and remove objectionable materials, including clay lumps, stones over 2 in. in diameter, weeds, roots, leaves, and debris 5 Where trees are designated by Owner to be left standing,stop topsoil stripping at extreme limits of tree drip line to prevent damage to main root system. D Topsoil Stockpiling. 1 Stockpile in areas designated on Plans. 2 Construct storage piles to freely drain surface water 3 Cover storage piles, if required to prevent wind-blown dust. 4 Stockpile topsoil to depth not exceeding 8 feet. Stockpile in a manner to prevent erosion. 3.03 UNSUITABLE MATERIAL A Undercut, remove, and replace material which Engineer designates as unsuitable for subsequent construction. B Material used to replace unsuitable material shall be suitable material from site excavation or as indicated on Plans. 3.04 EXCAVATION AND FILL A Construction surveying shall be performed by qualified personnel under the direction of the contractor Contractor shall be responsible for the accuracy and correctness of this work. In the event that the work consists of significant alteration of the topographic features of natural grade, contractor shall perform enough topographic survey to substantiate existing pre-construction elevations. No claim shall be made for additional excavation or grade adjustment in excess of quantities contained in the contract documents without demonstrable evidence that such conditions existed prior to start of the work B Depressed site areas shall be filled using material from high areas, insofar as practicable. 1/2018 02200-3 of 4 309 CITY OF PEARLAND SITE PREPARATION C When fill obtained from high areas is exhausted, fill to indicated rough grade elevations under roadways with"Structural Fill"and open areas not under structures or roadways with"General Fill", or as indicated on,Plans. D Place and compact fill in accordance with Section 02330—Embankment. 3.05 SALVAGEABLE ITEMS AND MATERIAL A Items designated by Engineer to be salvaged are to be carefully removed,so as to cause no damage to the salvaged items and delivered to Owner's storage yard. 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. END OF SECTION 1/2018 02200-4 of 4 310 CITY OF PEARLAND SITE DEMOLITION Section 02220 SITE DEMOLITION 1.0 GENERAL 1.01 SECTION INCLUDES A Demolishing and removing existing pavements, structures, equipment and materials only to the extent as indicated on the Plans B Removing concrete paving, asphaltic concrete pavement, and base courses. C Removing concrete curbs, concrete curb and gutters, sidewalks and driveways. D Removing pipe culverts and sewers. E Removing miscellaneous structures of wood, plastics, metals, concrete, masonry, or combination of concrete and masonry, etc. F Disposing of demolished materials and equipment. G References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01500—Temporary Facilities and Control 4 Section 01100—Summary of Work 5 Section 01730—Cutting and Patching 6 Section 01140—Contractor's Use of Premises 7 Section 01562—Waste Matenal Disposal 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for removing and disposing of existing pavement and structures under this Section. Include cost for removing and disposing of existing pavement and structures in Bid Items for which this Work is a component. B If indicated as a Bid Item, measurement will be as follows 1 Measurement for removing and disposing of concrete base and surfacing,and removing asphaltic surfacing,is on a square yard basis measured between lips of gutters. 2. Measurement for removing and disposing of cement stabilized shell base course, with or without asphalt surfacing, is on a square yard basis 3 Measurement for removing and disposing of concrete base and surfacing with curbs,is on a square yard basis measured from back to back of curbs Payment includes removal of all base,asphaltic surfacing,concrete pavement,esplanade curbs, curb and gutters, and paving headers 07/2006 02220- 1 of 5 311 CITY OF PEARLAND SITE DEMOLITION 4 Measurement for removing and disposing of concrete pavement is on a square yard basis measured from back to back of curbs. 5 Measurement for removing and disposing of monolithic curb and gutter, removing monolithic concrete curb,and removing concrete curb,is on a lineal foot basis measured along the face of the curb 6 Measurement for removing and disposing of concrete sidewalk and dnveway is on a square yard basis. 7 Measurement for removing and disposing of miscellaneous concrete and masonry removal is on a cubic yard basis of the structure in place. 8 Measurement for removing and disposing of pipe culverts and sewers is on a lineal foot basis for each diameter of type of pipe removed. 9 Measurement for removing and disposing of unlisted materials shall be on the lump sum basis. C No payment will be made for work outside maximum payment limits indicated on Plans, or in areas removed for Contractor's convenience. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals B Submit proposed methods, equipment, materials and sequence of operations for demolition. Describe coordination for shutting off,capping,and removing temporary utilities Plan operations to minimize temporary disruption of utilities to existing facilities or adjacent property C Submit proposed demolition and removal schedule for approval. Notify Engineer in wnting at least 48 hours before starting demolition. D Submit an approved copy of demolition schedule to Engineer prior to commencement of demolition operations. E Obtain a permit for building demolition, as required. 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls B The Contractor shall be responsible for safety and integrity of adjacent structures and shall be liable for any damage due to movement or settlement. Provide proper framing and shonng necessary for support. Cease operations if an adjacent structure appears to be endangered. Resume demolition only after proper protective measures have been taken. 07/2006 02220-2 of 5 312 CITY OF PEARLAND SITE DEMOLITION 1.05 OWNERSHIP OF MATERIAL AND EQUIPMENT A Matenals and equipment designated for reuse or salvage are listed in Section 01100— Summary of Work. Protect items designated for reuse or salvage from damage dunng demolition, handling and storage. Restore damaged items to satisfactory condition. B Matenals and equipment not designated for reuse or salvage become the property of the Contractor 1.06 STORAGE AND HANDLING A Store and protect materials and equipment designated for reuse until time of installation. B Deliver and unload items to be salvaged to storage areas indicated on Plans. C Remove equipment and materials not designated for reuse or salvage and all waste and debris resulting from demolition from site. Remove material as work progresses to avoid clutter 2.0 PRODUCTS 2.01 EQUIPMENT AND MATERIALS FOR DEMOLITION A Use equipment and materials approved as prescribed in this Section, 1 03"Submittals' B Use of a"drop hammer"must have the Engineer's prior approval. 3.0 EXECUTION 3.01 EXAMINATION A Prior to demolition, make an inspection with Engineer to determine the condition of existing structures and features adjacent to items designated for demolition. B Engineer will mark or list existing equipment to remain the property of the Owner C Do not proceed with demolition or removal operations until after the joint inspection and subsequent authorization by Engineer D Stop demolition and notify Engineer if underground fuel storage tanks, asbestos, PCB's, contaminated soils, or other hazardous materials are encountered. 3.02 UTILITY SERVICES A Follow rules and regulations of authorities or companies having jurisdiction over communications, pipelines, and electrical distribution services. B Notify and coordinate with utility company and adjacent building occupants when temporary interruption of utility service is necessary 07/2006 02220-3 of 5 313 CITY OF PEARLAND SITE DEMOLITION C 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 and Patching 3.03 MECHANICAL WORK ITEMS A Mechanical removals consist of dismantling and removing existing piping, pumps, motors,water tanks,equipment and other appurtenances. It includes cutting,capping, and plugging required to restore use of existing utilities B Remove existing process, water,chemical,gas, fuel oil and other piping not required for new work. Take out piping to the limits shown or to a point where it will not interfere with the new work. Piping not indicated to be removed or which does not interfere with new work shall be removed to the nearest solid support,capped,and the remainder left in place. Purge chemical and fuel lines and tanks. Verify that such lines are safe prior to removal or capping. C Wherepiping-that is to be removedpasses through existingwalls, cut and cappiping g p�P g on each side of the wall. Use cap appropriate for pipe material to be capped. Provide fire-rated sealant for walls classified as fire-rated. D When underground piping, which is not located in the public right-of-way, is to be altered or removed,cap the remaining piping. Abandoned underground piping may be left in place unless it interferes with new work or is shown or specified to be removed. Piping less than 15 inches in diameter may be plugged and abandoned in place For piping 15 inches in diameter and greater to be abandoned,fill with sand,pressure grout or other approved method and plug with concrete or brick masonry bulkhead. E Remove waste and vent piping to points shown. Plug pipe and cleanouts and plugs Where vent stacks pass through an existing roof that is to remain,remove the stack and patch the hole in the roof,making it watertight. Comply with requirements of existing roof,installer so as to maintain roof warranty F Conform to applicable codes when making any changes to plumbing and heating systems. 3.04 ELECTRICAL WORK ITEMS A Electrical removals consist of disconnecting and removing existing switchgear, distribution switchboards,control panels, bus duct, conduits and wires,panel boards, lighting fixtures, and miscellaneous electrical equipment. B Remove existing electrical equipment and fixtures to prevent damage to allow continued operation of existing systems and to maintain the mtegnty of the grounding systems 07/2006 02220-4 of 5 314 CITY OF PEARLAND SITE DEMOLITION C Remove poles and metering equipment, if designated for removal on the Plans. Coordinate electrical removals with the power company, as necessary Verify that power is properly de-energized and disconnected. D Where shown or otherwise required, remove wiring in underground duct systems Verify function of wiring before disconnecting and removing. Plug ducts which are not to be reused at entry to buildings. E Changes to electrical systems shall conform to applicable codes. 3.05 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 from the site all items contained in or upon the structure not designated for reuse or salvage in accordance with this Section and Section 01562—Waste Material Disposal. C Follow method of disposal as required by regulatory agencies. END OF SECTION 07/2006 02220-5 of 5 315 CITY OF PEARLAND CEMENT STABILIZED SAND Section 02252 CEMENT STABILIZED SAND 1.0 GENERAL 1.01 SECTION INCLUDES A Cement stabilized sand for backfill and bedding. B References to Technical Specifications 1 Section 01350—Submittals 2. Section 02255 —Bedding, Backfill, and Embankment Materials 3 Section 01450—Testing Laboratory Services C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 558, "Standard Test Methods for Moisture-Density (Unit Weight) Relations of Soil-Cement Mixtures" b ASTM D 1632, "Practice for Making and Curing Soil-Cement Compression and Flexure Test Specimens in the Laboratory" c ASTM D 1633, "Standard Test Method for Compressive Strength of Molded Soil-Cement Cylinders" d. ASTM C 150, "Standard Specification for Portland Cement" e ASTM C 33, "Standard Specification for-Concrete Aggregates" f. ASTM D 2487, "Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System)" g. ASTM C 142, "Standard Test Method for Clay Lumps and Friable Particles in Aggregates" h. ASTM C 123, "Standard Test Method for Lightweight Particles in Aggregate" i. ASTM C 40, "Standard Test Method for Organic Impurities in Fine Aggregates for Concrete" ASTM C 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" k. ASTM C 94, "Standard Specification for Ready-Mixed Concrete" 1. ASTM C 31,"Standard Practice for Making and Curing Concrete Test Specimens in the Field" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as an Extra Item, no separate payment will be made for cement stabilized sand under this Section. Include cost in Bid Items for applicable utility or structure installation. B If use of cement stabilized sand is allowed, based on the Engineer's direction, and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a per ton basis. A. conversion between volumes calculated based on theoretical limits and total weight will be made based on a ratio of 1 64 tons per cubic yard. 02/2009 02252- 1 of 5 316 CITY OF PEARLAND CEMENT STABILIZED SAND 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit material qualification and design mix tests to include 1 Three series of tests of sand or fine aggregate material from the proposed source. Tests shall include procedures defined in this Section, 2.01 "Materials" 2 Three moisture-density relationship tests prepared using the material qualified by the tests in this Section, 1 03B1 Blends of fine aggregate from crushed concrete and bank run sand shall be tested at the ratio to be used for the design mix testing. 3 Design mix report'to meet the specifications of this Section, 1 04 "Design Requirements" The design mix shall include compressive strength tests after 48-hours and 7 days curing. 1.04 DESIGN REQUIREMENTS A Design sand-cement mixture to produce a minimum unconfined compressive strength of 100 pounds per square inch in 48 hours when compacted to a minimum 95 percent in accordance with ASTM D 558 and when cured in accordance with ASTM D 1632, and tested in accordance with ASTM D 16) 33 Mix shall contain a minimum of 1-1/2 sacks of cement per cubic yard. Compact mix with a moisture content on the dry side of optimum. 2.0 PRODUCTS 2.01 MATERIALS A Cement shall be Type 1 Portland cement conforming to ASTM C 150 B Sand shall be clean, durable, and meet grading requirements for fine aggregates of ASTM C 33 and the following requirements 1 Classified as SW, SP or SM by the United Soil Classification System of ASTM D 2487 Deleterious material content: a. Clay lumps shall comprise less than 0.5 percent by ASTM C 142 b Lightweight pieces shall comprise less than 5 0 percent by ASTM C 123 c. Organic impurities shall produce color no darker than the standard color by ASTM C 40 ASTM. 3 Plasticity index of 4 or less when tested in accordance with ASTM D 4318 C Fine aggregate,manufactured from crushed concrete meeting the quality requirements for crushed rock material in Section 02255 - Bedding, Backfill, and Embankment Materials, may be used as a complete or partial substitute for Bank Sand. The blending ratio of fine aggregate from crushed concrete and Bank Sand shall be defined in the mix design report. 02/2009 02252-2 of 5 317 CITY OF PEARLAND CEMENT STABILIZED SAND D Water shall be potable,free of oils,acids,alkalies,organic matter,or other deleterious substances, meeting requirements of ASTM C 94 2.02 MIXING MATERIALS A Thoroughly mix sand, cement and water in proportions of the mix design using a pugmill-type mixer The plant shall be equipped with automatic weight controls to ensure correct mix proportions. B Stamp batch ticket at plant with time of loading directly after mixing. Material not placed and compacted within 4 hours after mixing shall be rejected. 3.0 EXECUTION 3.01 PLACEMENT AND COMPACTION A Place sand-cement mixture in 8-inch-thick loose lifts and compact to a minimum of 95 percent of ASTM D 558, unless otherwise specified on Plans. The moisture content during compaction shall be on the dry side of optimum but sufficient for hydration. Perform and complete compaction of sand-cement mixture within 4 hours after addition of water to mix at the plant. B Do not place or compact sand-cement mixture in standing or free water 3.02 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B Mixing plant inspections will be performed periodically Material samples will be obtained and tested in accordance with this Section, 2.01 "Materials", if there is evidence of change in material characteristic , C One sample of cement stabilized sand shall be obtained for each 150 tons of material placed per day with no less than one sample per day of production. Random samples of delivered cement stabilized sand shall be taken in the field at point of delivery in accordance with ASTM 3665 Obtain three individual samples of approximately 12 to 15 lb each from the first, middle, and last third of the truck and composite them into one sample for test purpose I, D Prepare and mold four specimens (for each sample obtained) in accordance with ASTM D558,Method A,without adjusting moisture content. Samples will be molded at approximately same time material is being used,but no later than 4 hours after water is added to mix. E After molding,specimens will be removed from molds and cured in accordance with ASTM D 1632. 02/2009 02252-3 of 5 318 CITY OF PEARLAND CEMENT STABILIZED SAND F Specimens will be tested for compressive strength in accordance with ASTM D 1633, Method A. Two specimens will be tested at 48 hours plus or minus 2 hours and two specimens will be tested at 7 days plus or minus 4 hours. G A strength test will be average of strengths of two specimens molded from same sample of material and tested at same age. Average daily strength will be average of strengths of all specimens molded during one day's production and tested at same age H Precision and Bias Test results shall meet recommended guideline for precision in ASTM D 1633 Section 9 Reporting. Test reports shall contain, as a minimum, the following information. 1 Supplier and plant number 2 Time material was batched 3 Time material was sampled 4 Test age (exact hours) 5 Average 48-hour strength 6 Average 7-day strength 7 Specification section number 8 Indication of compliance/non-compliance 9 Mixture identification 10 Truck and ticket numbers 11 The time of molding 12. Moisture content at time of molding 13 Required strength 14 Test method designations 15 Compressive strength data as required by ASTM D 1633 16 Supplier mixture identification 17 Specimen diameter and height, in. 18 Specimen cross-sectional area, sq in. , J The cement content will be checked on samples obtained in the field whenever there are apparent changes in the mix properties. 3 03 ACCEPTANCE A Strength level of material will be considered satisfactory if: 1 The average 48-hour strength is greater than 100 psi with no individual strength test below 70 psi. 2 All 7-day individual strength tests(average of two specimens)are greater than or equal to100 psi. B Material will be considered deficient when 7-day individual strength test(average of two specimens) is less than 100 psi but greater than 70 psi. See Paragraph 3 04 Adjustment for Deficient Strength. C The material will be considered unacceptable and subject to removal and replacement at Contractors expense when individual strength test(average of two specimens) has 7-day strength less than 70 psi 02/2009 02252-4 of 5 319 CITY OF PEARLAND CEMENT STABILIZED SAND D When moving average of three daily 48-hour averages falls below 100 psi,discontinue shipment to project until plant is capable of producing material,which exceeds 100 psi at 48 hours. Five 48-hour strength tests shall be made in this determination with no individual strength tests less than 100 psi. E Testing laboratory shall notify Contractor,Project Manager,and material supplier by facsimile of tests indicating results falling below specified strength requirements within 24 hours. F If any strength test of laboratory cured specimens falls below the specified strength, Contractor may, at his own expense, request test of cores drilled from the area in question in accordance with ASTM C42. In such cases,three(3)cores shall be taken for each strength test that falls below the values given in 3 03.A. G Cement stabilized sand iri an area represented by core tests shall be considered satisfactory if the average of three(3)cores is equal to at least 100 psi and if no single core is less that 70 psi.Additional testing of cores extracted from locations represented by erratic core strength results will be permitted. 3.04 ADJUSTMENT FOR DEFICIENT STRENGTH A When mixture produces 7-day compressive strength greater than or equal to 100 psi, then material will be considered satisfactory and bid price will be paid in full. B When mixture produces 7-day compressive strength less than 100 psi and greater than or equal to 70 psi,material shall be accepted contingent on credit in payment Compute credit by the_following formula. Credit per Cubic Yard=$30.00 x 2 (100 psi -Actual psi) 100 C When mixture produces 7-day compressive strength less than 70 pounds per square inch, then remove and replace cement-sand mixture and paving and other necessary work at no cost to City END OF SECTION 02/2009 02252-5 of 5 320 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS Section 02255 BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 1.0 GENERAL 1.01 SECTION INCLUDES A A reference source for materials used as embedment, backfill, back-dressing, and embankment,specified elsewhere in the Technical Specifications,and their associated material qualification testing requirements B Source qualifications and handling of these materials C Material use and application is specified on the Plans or in individual Technical Specifications referencing materials either by Matenal Classification or by Product Description. D References to Technical Specifications 1 Section 03300—Cast-in-Place Concrete 2 Section 02910—Topsoil 3 Section 02252—Cement Stabilized Sand E Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 2487, "Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System)" b ASTM C 142, "Standard Test Method for Clay Lumps and Friable Particles in Aggregates" c ASTM C 123, "Standard Test Method for Lightweight Particles in Aggregate" d. ASTM C 40, "Standard Test Method for Organic Impurities in Fine Aggregates for Concrete" e ASTM C 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" f ASTM D 1140, "Standard Test Methods for Amount of Material in Soils Finer the No 200 (70-urn) Sieve" g. ASTM C 33, "Standard Specification for Concrete Aggregates" h. ASTM C 136, "Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates" i. ASTM C 131, "Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" 07/2007 02255- 1 of 7 321 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 2.0 PRODUCTS 2.01 MATERIAL CLASSIFICATIONS A Materials shall be classified for the purpose of quality control in accordance with the Unified Soil Classification Symbols as defined in ASTM D 2487 1 Class I. Well-graded gravels and sands, gravel-sand mixtures, crushed well- graded rock, little or no fines (GW, SW) a. Plasticity index. non-plastic b Gradation. D60/D10- greater than 4 percent; amount passing No 200 sieve -less than or equal to 5 percent. 2. Class H. Poorly graded gravels and sands, silty gravels and sands, little to moderate fines a. Plasticity index. non-plastic to 4 b Gradations Gradation (GP, SP) amount passing No 200 sieve - less than 5 percent. Gradation(GM,SM) amount passing No 200 sieve-between 12 percent and 50 percent. c Borderline gradations with dual classifications (e.g.,SP-SM) amount passing No 200 sieve-between 5 percent and 12 percent. 3 Class M. Clayey gravels and sands, poorly graded mixtures of gravel, sand, silt, and clay (GC, SC, and dual classifications, e.g., SP-SC) a. Plasticity index. greater than 7 b Gradation. amount passing No 200 sieve-between 12 percent and 50 percent. 4 Class IVA. Lean clays (CL) a. Plasticity Indexes Plasticity index greater than 7, and above A line Borderline plasticity with dual classifications (CL-ML) PI between 4 and 7 b Liquid limit: less than 50 c Gradation. amount passing No 200 sieve - greater than 50 percent. d. Inorganic. 5 Class IVB Fat clays (CH) a. Plasticity index above A line b Liquid limit: 50 or greater c Gradation. amount passing No 200 sieve - greater than 50 percent. d. Inorganic B Use soils with dual class designation according to ASTM D 2487, and which are not defined above, according to the more restrictive class. 2.02 PRODUCT DESCRIPTIONS A Unsuitable Material. Unsuitable soil materials are the following. 07/2007 02255-2 of 7 322 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 1 Matenals that are classified as ML,CL-ML,MH,PT,OH and OL according to ASTM D 2487 2. , Materials that cannot be compacted to the required density due to either gradation, plasticity, or moisture content. 3 Materials that contain large clods, aggregates, stones greater than 3 inches in any dimension, debris, vegetation, waste or any other deleterious materials 4 Materials that are contaminated with hydrocarbons or other chemical contaminants B Suitable Material. Soil matenals meeting specification requirements. Unsuitable soils meeting specification requirements for suitable soils after treatment with,for example, lime or cement shall be considered suitable, unless otherwise indicated. C General Fill. Material that is free of stones greater than 3 inches,free of roots, waste, debris,trash,organic material,unstable material,non-soil matter,hydrocarbon or other contamination, conforming to the following limits for deleterious materials 1 Clay lumps Less than 0.5 percent for Class I, and less than 2.0 percent for Class II, when tested in accordance with ASTM C 142. 2. Lightweight pieces Less than 5 percent when tested in accordance with ASTM C 123 3 Organic impurities No color darker than standard color when tested in accordance with ASTM C 40 D Random Fill. Soils defined by ASTM D 2487 as Class I, II, III, IV, or fat clay(CH), sand,gravel,or a combination,from excavation or borrow,which can be compacted to form stable embankments, and conforming to 1 Liquid Limit: 65 maximum, ASTM-D4318 2 Plasticity Index. 0 minimum, 45 maximum, ASTM - D4318 3 Free from trash, vegetation, organic matter, large stones, hard lumps of earth and frozen, corrosive or perishable material. 4 Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. E Structural Fill. Soils defined by ASTM D 2487 as Class I,II,III,or IV,sand,gravel,or a combination, from excavation or borrow, which can be compacted to form stable embankments and fills conforming to 1 Liquid Limit: 45 maximum, ASTM D 4318 2. Plasticity Index. 12 minimum, 20 maximum, ASTM D 4318 3 Free from trash, vegetation, organic matter, large stones, hard lumps of earth and frozen, corrosive or perishable material. 4 Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. F Select Fill. Class III clayey gravel or sand or Class IV lean clay or clayey soils treated with lime or cement, and conforming to 07/2007 02255 -3 of 7 323 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 1 Plasticity Index 7 minimum, 20 maximum, ASTM D 4318 2. Free from trash, vegetation, organic matter, large stones, hard lumps of earth and frozen, corrosive or perishable material. 3 Well broken up, free of clods greater than 6 inches, hard earth, rocks, and stones greater than 2-inch dimension. G Concrete Fill. Conform to requirements for Class B concrete as specified in Section 03300 - Cast-in-Place Concrete. H Topsoil. Conform to requirements specified in Section 02910 -Topsoil. Bank Sand. Durable Bank Sand classified as SP, SW, or SM by the Unified Soil Classification System(ASTM D 2487) meeting.the following requirements 1 Less than 15 percent passing the number 200 sieve when tested in accordance with ASTM D 1140 The amount of clay lumps or balls not exceeding 2 percent. 2. Matenal passing the number 40 sieve shall meet the following requirements when tested in accordance with ASTM D 4318 a. Liquid limit: not exceeding 25 percent. b Plasticity index. not exceeding 7 J Cement Stabilized Sand. Conform to requirements of Section 02252 - Cement Stabilized Sand. K Concrete Sand. Natural sand, manufactured sand, or a combination of natural and manufactured sand conforming to the requirements of ASTM C 33 and graded within the following limits when tested in accordance with ASTM C 136 SIEVE PERCENT PASSING 3/8" 100 No 4 95 to 100 No 8 80 to 100_ No 16 50 to 85 No 30 25 to 60 No 50 10 to 30 No 100 2 to 10 L Gem Sand. Sand conforming to the requirements of ASTM C 33 for course aggregates specified for number 8 size and graded within the following limits when tested in accordance with ASTM C 136 SIEVE PERCENT PASSING 3/8" 95 to 100 No 4 60 to 80 No 8 15 to 40 07/2007 02255-4 of 7 324 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS M Pea Gravel. Durable particles composed of small, smooth,rounded stones or pebbles and graded within the following limits when tested in accordance with ASTM C 136 SIEVE PERCENT PASSING 1/2" 100 3/8" 85 to 100 No 4 10 to 30 No 8 0 to 10 No 16 Oto 5 N Crushed Aggregates Crushed aggregates consist of durable particles obtained from an approved source and meeting the following requirements 1 Materials of one product delivered for the same construction activity from a single source 2. Non-plastic fines. 3 Los Angeles Abrasion Test wear not exceeding 45 percent when tested in accordance with ASTM C 131 4 Crushed aggregate shall have a minimum of 90 percent of the particles retained on the No 4 sieve with 2 or more crushed faces as determined by TxDOT Tex- 460-A, Part I. 5 Crushed stone. Produced from oversize plant processed stone or gravel,sized by crushing to predominantly angular particles from a naturally occurring single source Uncrushed gravel are not acceptable matenals for embedment where crushed stone is shown on the applicable utility embedment drawing details. 6 Crushed Concrete Crushed concrete is an acceptable substitute for crushed stone as utility backfill. Gradation and quality control test requirements are the same as crushed stone Provide crushed concrete produced from normal weight concrete of uniform quality; containing particles of aggregate and cement matenal, free from other substances such as asphalt, reinforcing steel fragments, soil, waste gypsum (calcium sulfate), or debns. 7 Gradations, as determined in accordance with TxDOT Tex-110-E. PERCENT PASSING BY WEIGHT FOR PIPE SIEVE EMBEDMENT BY RANGES OF NOMINAL PIPES SIZES >15" 15" - 8" _ <8" 1" 95 - 100 100 - 3/4" , 60- 90 90— 100 100 1/2" 25 - 60 - 90— 100 3/8" - 20—55 40 - 70 No 4 0 - 5 0- 10 0 - 15 Nob - 0 - 5 0 - 5 07/2007 02255 -5 of 7 325 CITY OF PEARLAND BEDDING,BACKFILL,AND EMBANKMENT MATERIALS 3.0 EXECUTION 3.01 SOURCE QUALIFICATIONS FOR BORROW MATERIAL A Use of material encountered in excavations is acceptable, provided applicable requirements are satisfied. If excavation material is not acceptable,provide from other approved source. B Identify off-site sources for materials at least 14 days ahead of intended use so that the Engineer may obtain samples for verification testing. C Obtain approval for each material source by the Engineer before delivery is started. If sources previously approved do not produce umform and satisfactory products,furnish materials from other approved sources. Materials may be subjected to inspection or additional verification testing after delivery Materials which do, not meet the requirements will be rejected. Do not use material which,after approval,has become unsuitable for use due to segregation, mixing with other materials, or by contamination. Once a material is approved by the Engineer, a Change Order is required to change to a different material. D Bank sand, select fill, and random fill, if available in the project excavation, may be obtained by selective excavation and acceptance testing. Obtain additional quantities of these materials and other materials required to complete the Work from off-site sources E The Owner does not represent or guarantee that any soil found in the excavation work will be suitable and acceptable as backfill material. 3.02 MATERIAL HANDLING A When material is obtained from either a commercial or non-commercial borrow pit, open the pit to expose the vertical faces of the various strata for identification and selection of approved material to be used. Excavate the selected material by vertical cuts extending through the exposed strata to achieve uniformity in the product. B Establish temporary stockpile locations for practical material handling and control,and verification testing by the Engineer in advance of final placement. Obtain approval from landowner for storage of backfill material on adjacent private property C When stockpiling material near the Project Site,use appropriate methods to eliminate blowing of materials into adjacent areas and prevent runoff containing sediments from entering the drainage system. D Place material suitable for backfilling in stockpiles at a distance from the trench to prevent slides or cave-ins Do not place stockpiles of excavated materials on public streets 07/2007 02255-6 of 7 326 CITY OF PEARLAND 1 BEDDING,BACKFILL,AND EMBANKMENT MATERIALS E Place stockpiles in layers to avoid segregation of processed materials. Load material by making successive vertical cuts through entire depth of stockpile END OF SECTION 07/2007 02255-7 of 7 327 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS Section 02316 EXCAVATION AND BACKFILL FORROADWAYS 1.1 GENERAL 1.2 SECTION INCLUDES A. Excavation of materials for roadways. B Excavation of materials for roadside ditches. C References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01760—Project Record Documents 4 Section 01450—Testing Laboratory services } 5 Section 01500—Temporary Facilities and Controls 6. Section 02255 —Bedding, Backfill and Embankment Material 7 Section 01570—Trench Safety Systems 8. Section 01564—Control of Ground Water and Surface Water 9 Section 01720—Field Surveying 10 Section 02220—Site Demolition 11 Section 02200—Site Preparation 12. Section 02330—Embankment 13 Section 01140—Contractor's Use of Premises D Referenced Standards 1 American Society for Testing and Materials(ASTM) a. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" b ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" c. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (ShallowDepth)" d. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 1.3 MEASUREMENT AND PAYMENT A. Measurement shall be by the cubic yard measured in place,including labor,equipment, tools and incidentals necessary to complete the work. 1/2018 02316- 1 of 5 328 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS B Payment,includes control of ground water and surface water, trench safety systems, removal of existing pavements and structures,repair and maintenance of excavated or backfilled areas, and other measures specified in this Section and not included in payment elsewhere C Refer to Section 01200—Measurement and Payment Procedures. D No payment will be made for material excavated under the following conditions 1 More than 2 feet outside of vertical planes behind back of curbs. 2. For portion within limits of trench for utilities constructed by open-cut methods. 3 As indicated otherwise on Drawings. E. Construction Surveying shall be performed by qualified personnel under the direction of the Contractor Contractor shall be responsible for the accuracy and correctness of this work. In the event that the Work consists of significant alteration of the topographic features of natural grade, Contractor shall perform enough topographic survey to substantiate existing pre-construction elevations. No claim shall be made for additional excavation or grade adjustment in excess of quantities contained in the contract documents without demonstrable evidence that such conditions existed prior to start of the Work. F Excavation and Backfill quantities that exceed the construction plans shall be substantiated with topographic survey of finished grade by survey (RPLS) and verified by the Engineer at contractor's expense 1.4 , SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit product quality,material sources,and field quality information in accordance with this Section. C Submit field red lines documenting location of roadway excavation as installed, referenced to survey Control Points,under the provisions of Section 01760—Project Record Documents, 1 04C Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients 1.5 TESTING A. Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 — Testing Laboratory Services and as specified in this Section. 1/2018 02316-2 of 5 329 CITY OFPEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS L 1.6 PROTECTION OF PEOPLE AND PROPERTY A. Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.1 PRODUCTS 2.2 MATERIALS A. Contractor shall provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 — Bedding, Backfill and Embankment Material. 3.1 EXECUTION 3.2 PREPARATION A. Employ a Trench Safety Plan as specified in Section 01570—Trench Safety Systems. B Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 — Control of Ground Water and Surface Water C Identify required lines, levels, and datum. Coordinate with Section 01720 — Field Surveying. D Identify existing structures and utilities above and below grade. Stake and flag their location. E. Remove existing pavements and structures, including sidewalks and driveways, in conformance with requirements of Section 02220—Site Demolition, as applicable. F Area shall be cleared and grubbed under the provisions of Section 02200 — Site Preparation prior to excavation. G Strip and stockpile topsoil under the provisions of Section 02200—Site Preparation. H. Upon discovery of unknown or badly deteriorated utilities, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas 3.3 EXCAVATION A. Excavate to lines and grades shown on Plans. 1/2018 02316-3 of 5 330 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS B Areas of unsuitable material shall be removed,backfilled with embankment materials, and compacted under the provisions of Section 02330—Embankment. C At intersections,grade back at minimum slope of one inch per foot. Produce a smooth riding junction with intersecting street. Maintain proper drainage. 1/2018 02316-4 of 5 331 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS D Fill over-excavated areas in accordance with requirements of Section 02330 — Embankment at no cost to the Owner 3.4 COMPACTION REQUIREMENTS A. Maintain moisture content of embankment materials to attain required compaction density B Compact to minimum densities at moisture content of optimum to 3 percent above optimum as determined by ASTM D 698,unless otherwise indicated on the Drawings. 1 Areas under future paving and shoulders Minimum density of 95 percent of maximum dry density 2. Other areas Minimum density of 90 percent of maximum dry density 3.5 TOLERANCES A. Top of compacted surface Plus or minus 1/2 inch in cross section,or in 16 foot length. 3.6 FIELD QUALITY CONTROL A. Compaction Testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 under provisions of Section 01450 — Testing Laboratory Services. B Three or more tests,at Engineer's/Owner's option,will be taken for each 1,000 linear feet per lane of roadway or 500 square yards of embankment perlift. C If tests indicate work does not meet specified compaction requirements,recondition, re-compact, and retest at Contractor's expense 3.7 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 In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans 1/2018 02316-5of5 332 CITY OFPEARLAND EXCAVATION AND BACKFILL FOR ROADWAYS 3.8 PROTECTION OF THE WORK A. Maintain excavation and embankment areas until start of subsequent work. Repair and re-compact slides,washouts,settlements,or areas with loss of density at no cost to the Owner B Prevent erosion at all times. Maintain ditches and cut temporary swales to allow natural drainage in order to avoid damage to roadway Do not allow water to pond in excavations. C Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION 1/2018 02316-6 of 5 333 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES Section 02317 EXCAVATION AND BACKFILL FOR STRUCTURES 1.0 GENERAL 1.01 SECTION INCLUDES A Excavation,backfilling, and compaction of backfill for structures B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350 - Submittals 3 Section 01760—Project Record Documents 4 Section 01450 -Testing Laboratory Services 5 Section 01500—Temporary Facilities and Controls 6 Section 02255 —Bedding, Backfill, and Embankment Materials 7 Section 01570 -Trench Safety System 8 Section 01564 - Control of Ground Water and Surface Water 9 Section 02220 - Site Demolition 10 Section 02200—Site Preparation 11 Section 02252 - Cement Stabilized Sand 12. Section 01562 -Waste Material Disposal C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" b ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" c ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" d. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)" e. ASTM D 3017, "Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 2. Occupational Safety and Health Administration (OSHA) 3 Texas Department of Transportation (TxDOT) a. Tex-101-E, Preparing Soil and Flexible Base Materials for Testing b Tex-110-E, Particle Size Analysis of Soils D Definitions 1 Backfill - material meeting specified quality requirements, placed and compacted under controlled conditions around pavements, structures and utilities. 07/2006 02317- 1 of 7 334 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 2. Foundation Backfill -natural soil or manufactured aggregate meeting Class I requirements and Geotextile fabrics as required to control drainage and material separation placed and compacted where needed to provide stable support for the structure foundation base. Foundation backfill may include crushed aggregate with filter fabric as required, cement stabilized sand, or concrete seal slab 3 Foundation Base - provides a smooth, level working surface for the construction of the concrete foundation. 4 Foundation Subgrade-the surface of the natural soil which has been excavated and prepared to support the foundation base or foundation backfill, where needed. 5 Over-Excavation - excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below the foundation as shown on the Plans 1.02 MEASUREMENT AND PAYMENT UNIT PRICES A Unless indicated as a Bid Item,no separate payment will be made for Excavation and Backfill for Structures under this Section. Include cost in Bid Items for construction of structures B If Excavation and Backfill for Structures is included as a Bid Item,measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit for each structure a work plan for excavation and backfill with a complete written description which identifies details of the proposed method of construction and the sequence of operations for construction relative to excavation and backfill activities. The descriptions, with supporting illustrations, shall be sufficiently detailed to demonstrate to the Engineer that the procedures meet the requirements of 'the Plans and Technical Specifications. C Submit product quality,material sources,and field quality information in accordance with this Section. D Submit field red lines documenting location of structures as installed;referenced to survey Control Points, under the provisions of Section 01760 — Project Record Documents, 1 04C Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. 07/2006 02317-2 of 7 335 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 1.04 TESTING C A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 - Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500 - Temporary Facilities and Controls 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment,backfill,back-dressing, and embankment identified on the Plans in accordance with Section 02255 —Bedding, Backfill and Embankment Material. 2.02 EQUIPMENT A Perform excavation with equipment suitable for achieving the requirements of this Section. B Use equipment which will produce the degree of compaction specified. Backfill within 3 feet of walls shall be compacted with hand operated equipment. Do not use equipment weighing more than 10,000 pounds closer to walls than a horizontal distance equal to the depth of the fill at that time. Use hand operated power compaction equipment where use of heavier equipment is impractical or restricted due to weight limitations. 3.0 EXECUTION 3.01 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570-Trench Safety Systems. B Install and operate necessary dewatenng and surface water control measures in accordance with requirements of Section 01564 - Control of Ground Water and Surface Water C Remove existing pavements and structures, including sidewalks and driveways, in accordance with requirements of Section 02220- Site Demolition, as applicable. D Area shall be cleared and grubbed under the provisions of Section 02200 - Site Preparation prior to excavation. 07/2006 02317-3 of 7 336 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES E Strip and stockpile topsoil under the provisions of Section 02200-Site Preparation F Upon discovery of unknown utilities, badly deteriorated utilities not designated for removal, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3.02 EXCAVATION A Perform excavation work so that the underground structure can be installed to depths and alignments shown on Plans`Drawings. Use caution during excavation work to avoid disturbing surrounding ground and existing facilities and improvements. Keep excavation to the absolute minimum necessary No additional payment will be made for excess excavation not authorized by Engineer B Avoid settlement of surrounding soil due to equipment operations, excavation procedures, vibration, dewatering, or other construction methods C Prevent voids from forming outside of sheeting. Immediately fill voids with grout, concrete fill, cement stabilized sand, or other material approved by Engineer D After completion of the structure, remove sheeting, shoring, and bracing unless Engineer has approved in writing that such temporary structures may remain. Remove sheeting,shoring,and bracing in such a manner as to maintain safety during backfilling operations and to prevent damage to the Work and adjacent structures or improvements E Immediately fill and compact voids left or caused by removal of sheeting with cement stabilized sand or material approved by Engineer 3.03 DEWATERING A Maintain ground water control as directed by Section 01564 - Control of Ground Water and Surface Water and until the structure is sufficiently complete to provide the required weight to resist hydrostatic uplift with a minimum safety factor of 1.2. B Maintain the ground water surface a minimum of two feet below the bottom of the foundation base. 3.04 FOUNDATION EXCAVATION A Notify Engineer at least 48 hours prior to planned completion of foundation excavations Do not place the foundation base until the excavation is accepted by the Engineer B Excavate to elevations shown on Plans Drawings,as needed to provide space for the foundation base, forming a level undisturbed surface, free of mud or soft material. Remove pockets of soft or otherwise unstable soils and replace with foundation backfill material or a material as directed by the Engineer Prior to placing material 07/2006 02317-4 of 7 337 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES over it,re-compact the subgrade,scarifying as needed,to 95 percent of the maximum Standard Proctor Density according to ASTM D 698 If the specified level of compaction cannot be achieved, moisture condition the subgrade and re-compact until 95 percent is achieved,over-excavate to provide a minimum layer of 24 inches of foundation backfill material, or other means acceptable to the Engineer C Fill unauthonzed excessive excavation with foundation backfill matenal or other matenal as directed by the Engineer D Protect open excavations from rainfall, runoff, freezing groundwater, or excessive drying so as io maintain foundation subgrade in a satisfactory,undisturbed condition. Keep excavations free of standing water and completely free of water dunng concrete placement. E Soils which become unsuitable due to inadequate dewatering or other causes, after initial excavation to the required subgrade, shall be removed and replaced with foundation backfill material, as directed by Engineer, at no additional cost to,the Owner F Place foundation base, or foundation backfill material where needed, over the subgrade on same day that excavation is completed to final grade. Where base of excavations are left open for longer periods,protect them with a seal slab or cement- stabilized sand. G Where directed by the Plans Drawings,all crushed aggregate,and other free draining Class I materials,shall have a Geo-textile filter fabric separating it from native soils or select material backfill. The fabric shall overlap a minimum of 12 inches beyond where another material stops contact with the soil. H Crushed aggregate, and other Class I materials, shall be placed in uniform layers of 8-inch maximum thickness Compaction shall be by means of at least two passes of a vibratory compactor 3.05 FOUNDATION BASE A After the subgrade is properly prepared, including the placement of foundation backfill where needed, the foundation base shall be placed. The foundation base shall consist of a 12-inch layer of crushed aggregate or cement stabilized sand. Alternately, a 4-inch minimum seal slab may be placed. The foundation base shall extend a minimum of 12 inches beyond the edge of the structure foundation. B Where the foundation base and foundation backfill are of the same matenal,both can be placed in one operation. 1 07/2006 02317-5 of 7 338 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 3.06 BACKFILL A Complete backfill to surface of natural ground or to lines and grades shown on Plans Drawings Use existing material that qualifies as select material, unless indicated otherwise. Deposit backfill in uniform layers and compact each layer as specified. B Do not place backfill against concrete walls or similar structures until laboratory test breaks indicate that the concrete has reached a minimum of 85 percent of the specified compressive strength. Where walls are supported by slabs or intermediate walls,do not begin backfill operations until the slab or intermediate walls have been placed and concrete has attained sufficient strength. C Remove concrete forms before starting backfill and remove shoring and bracing as work progresses D Maintain fill material at no less than 2 percent below and no more than 2 percent above optimum moisture content. Place fill matenal in uniform 8-inch maximum loose layers. Compaction of fill shall be to at least 95 percent of the maximum Standard Proctor Density according to ASTM D 698 under paved areas. Compact to at least 90 percent around structures below unpaved areas E Where backfill is placed against a sloped excavation surface, run compaction equipment across the boundary of the cut slope and backfill to form a compacted slope surface for placement of the next layer of backfill. F Place backfill using cement stabilized sand in accordance with Section 02252 - Cement Stabilized Sand. 3.07 FIELD QUALITY CONTROL A Tests will be performed initially on minimum of three different samples of each material type for plasticity characteristics,in accordance with ASTM D 4318,and for gradation characteristics, in accordance with TxDOT Tex-101-E and Tex-110-E. Additional classification tests will be performed whenever there is a noticeable change in material gradation or plasticity B In-place density tests of compacted subgrade and backfill will be performed according to ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at the following frequencies and conditions 1 A minimum of one test for every 100 cubic yards of compacted backfill material. 2. A minimum three density tests for each full work shift. 3 Density tests will be performed in all placement areas. 4 The number of tests will be increased if inspection determines that soil types or moisture contents are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density I 07/2006 02317-6 of 7 339 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES C At least three tests for moisture-density relationships will be initially performed for ` ' each type of backfill material in accordance with ASTM D 698 Additional moisture-density relationship tests will be performed whenever there is a noticeable change in material gradation or plasticity D If tests indicate work does not meet specified compaction requirements,recondition, re-compact, and retest at Contractor's expense. 3.08 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 In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.09 PROTECTION OF THE WORK A Maintain excavation and embankment areas until start of subsequent work. Repair and re-compact slides,washouts,settlements,or areas with loss of density at no cost to the Owner i B Prevent erosion at all times Do not allow water to pond in excavations C Distribute construction traffic evenly over compacted areas,where practical,to aid in li obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION 07/2006 02317-7 of 7 340 1 CITY OF PEARLAND EXCAVATION AND BACKFILL , FOR UTILITIES Section 02318 EXCAVATION AND BACKFILL FOR UTILITIES 1.0 GENERAL 1.01 SECTION INCLUDES A. Excavation,trenching,foundation,embedment,and backfill for installation of utilities, storm sewers including manholes, pipeline structures and other associated appurtenances. B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01570—Trench Safety System , 4 Section 01564—Control of Ground Water and Surface Water 5 Section 01760—Project Record Documents ' 6 Section 01450—Testing Laboratory Services 7 Section 01500—Temporary Facilities and Controls 8 Section 02255—Bedding, Backfill, and Embankment Materials 9 Section 02370—Geotextile 10 Section 02220—Site Demolition 11 Section 01140—Contractor's Use of Premises C Referenced Standards 1 American Society for Testing and'Materials (ASTM) a. ASTM D 2321, "Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications" b ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" c ASTM D 558, "Standard Test Methods for Moisture-Density (Unit Weight) Relations of Soil-Cement Mixtures" d. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" e. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" f. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)" g. ASTM D 3017, "Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 5/2013 02318- 1 of 15 341 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2. Texas Department of Transportation (TxDOT) a. Tex-101-E, Preparing Soil and Flexible Base Materials for Testing b Tex-110-E, Particle Size Analysis of Soils D Definitions 1 Excavation - Any man-made cut, cavity, trench, or depression in an earth surface, formed by removal of material. a. Extra Hand Excavation- excavation by manual labor at locations designated by the Engineer,which is not included in other Bid Items. b Extra Machine Excavation- excavation by machine at locations designated by the Engineer,which is not included in other Bid Items. c Special Excavation-excavation necessitated by obstruction of pipes, ducts, or other structures, not shown on Plans, which interfere with installation of utility piping by normal methods of excavation or augenng. Contractor shall be responsible for locating such underground obstructions,sufficiently in advance of trench excavation or augermg, to preclude damage to the obstructions. 2 Pipe Foundation-suitable and stable native soils that are exposed at the trench subgrade after excavation to depth of bottom of the bedding as shown on the Plans, or foundation backfill material placed and compacted in over- excavations. 3 Pipe Bedding-the portion of trench backfill that extends vertically from top of foundation up to a level line at bottom of pipe, and horizontally from one trench sidewall to opposite sidewall. 4 Haunching-the material placed on either side of pipe from top of bedding up to spring-line of pipe and horizontally from one trench sidewall to opposite sidewall. 5 Initial Backfill - the portion of trench backfill that extends vertically from spring-line of pipe(top of haunching)up to a level line 12 inches above top of pipe, and horizontally from one trench sidewall to opposite sidewall 6 Pipe Embedment - the portion of trench backfill that consists of bedding, haunching, and initial backfill. 7 Trench Zone-the portion of trench backfill that extends vertically from top of pipe embedment up to pavement subgrade or up to final grade when not beneath pavement. - 5/2013 02318-2 of 15 ' 342 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 8 Trench Conditions - description of the stability of trench bottom and trench walls of pipe embedment zone Maintain trench conditions that provide for effective placement and compaction of embedment material directly on or against undisturbed soils or foundation backfill,except where structural trench support is necessary a. Dry Stable Trench. Stable and substantially dry trench conditions exist in pipe embedment zone as a result of typically dry soils or achieved by ground water control (dewatermg or depressurization) for trenches extending below ground water level. b Stable Trench with Seepage Stable trench in which ground water seepage is controlled by excavation drainage 1) Stable Trench with Seepage in Clayey Soils. Excavation drainage is provided in lieu of or to supplement ground water control systems to control seepage and provide stable trench subgrade in predominately clayey soils prior to bedding placement. 2) Stable Wet Trench in Sandy Soils Excavation drainage is provided in the embedment zone in combination with ground water control in predominately sandy or silty soils. c Unstable Trench. Unstable trench conditions exist in the pipe embedment zone if ground water inflow or high water content causes soil disturbances,such as sloughing,sliding,boiling,heaving or loss of density 9 Sub-trench - a special case of benched excavation. Sub-trench excavation below trench shields or shoring installations may be used to allow placement and compaction of foundation or embedment materials directly against undisturbed soils. Depth of a sub-trench depends upon trench stability and safety as determined by the Contractor 10 Trench Dam - a placement of low permeability material in pipe embedment zone or foundation to prohibit ground water flow along the trench. 11 Over-Excavation and Backfill - excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below top of foundation as shown on Plans, and backfilled with foundation backfill material. 12 Foundation Backfill Materials - natural soil or manufactured aggregate of controlled gradation, and geo-textile filter fabrics as required, to control 5/2013 02318-3 of 15 343 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES drainage and material separation. Foundation backfill material is placed and compacted as backfill to provide stable support for bedding. Foundation backfill materials may include concrete seal slabs. 13 Trench Shield(Trench Box)-a portable worker safety structure moved along the trench as work proceeds, used as a Protective System and designed to withstand forces imposed on it by cave-in, thereby protecting persons within the trench. Trench shields may be stacked if so designed or placed in a series depending on depth and length of excavation to be protected. 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item, no separate payment will be made for trench excavation,embedment,and backfill under this Section. Include cost in Bid Items for all excavation and backfill associated with the placement and construction of: underground piping,boxes,manholes and associated appurtenances including conduit, or duct work. B If Special Excavation is allowed, based on the Engineer's direction, and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a cubic yard basis, measured in place, without deduction for space occupied by portions of pipes, ducts, or other structures left in place across trenches excavated under this item. 1 Payment for Special Excavation shall include. a. Dewatering and surface water control. b Protection of pipes, ducts, or other structures encountered including bracing, shoring, and sheeting necessary for support. c Replacement of pipes, ducts, or structures damaged by special excavation operations, except where payment for replacement is authorized by Engineer due to deteriorated condition of pipes,ducts,or structure. d. Temporary disconnecting,plugging, and reconnecting of low volume water pipes,to allow machine excavation or augermg,when approved by Engineer Pipe for replacement shall be new and conform to specification requirements for type of existing pipe removed. e. Placement of material from Special Excavation. f. Geo-textile material and concrete trench dams required to complete the placement of material from Special Excavation. g. Re-sodding required for surface restoration within designated limits of Special Excavation. h. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Work. 2 The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component: 5/2013 02318-4 of 15 344 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES a. Trench safety system including sheeting and shoring. b Utility piping installed in trenches excavated under this item. c Removal and replacement of associated streets, driveways, and sidewalks. C If Extra Hand Excavation is allowed,based on the Engineer's direction,and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a cubic yard basis, measured in place 1 Payment for Extra Hand Excavation shall include. a. Dewatering and surface water control. b Disposal of excess excavated material not suitable for bedding or backfill, or,not required for the Work. c Placement of material from Extra Hand Excavation. d. Re-sodding required for surface restoration within designated limits of Extra Hand Excavation. 2 The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component. a. Trench safety system including sheeting and shoring. b Removal and replacement of associated streets, driveways, and sidewalks. D If Extra Machine Excavation is allowed, based on the Engineer's direction, and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a cubic yard basis, measured in place. 1 Payment for Extra Machine Excavation shall include. a. Dewatermg and surface water control. b Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Work. c Placement of material from extra machine excavation. d. Re-sodding required for surface restoration within designated limits of Extra Machine Excavation. 2 The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component: a. Trench safety system including sheeting and shoring. b Removal and replacement of associated streets, driveways, and sidewalks. 5/2013 02318-5 of 15 345 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES E Refer to Section 01200-Measurement and Payment Procedures. No payment will be made for delays in completion of Work resulting from Extra Item Work. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit a written description for information only of the planned typical method of excavation,backfill placement and compaction, including: 1 Sequence of work and coordination of activities. 2 Selected trench widths. 3 Procedures for foundation and embedment placement, and compaction. 4 Procedure for use of trench boxes and other pre-manufactured systems while assuring specified compaction against undisturbed soil. 5 Procedure for installation of Special Shoring at locations identified on the Plans. C Submit product quality,material sources, and field quality information in accordance with this Section. D Submit field red lines documenting location of Utilities as installed, referenced to survey Control Points, under the provisions of Section 01760 — Project Record Documents, 1 04C Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients 1.04 TESTING A. Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 — Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A. Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 5/2013 02318-6 of 15 346 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 1.06 SPECIAL SHORING DESIGN REQUIREMENTS A. Special Shoring shall be, in accordance with Section 01570—Trench Safety System, designed by a Professional Engineer, licensed by the State of Texas,At Contractor's expense B Special Shoring shall be designed to provide support for the sides of the excavations, including soils and hydrostatic ground water pressures as applicable, and to prevent ground movements affecting adjacent installations or improvements such as structures, pavements and utilities. C Special Shoring may be a pre-manufactured system or a field fabricated system that meets the requirements of the Work. 2.0 PRODUCTS 2.01 MATERIALS A. Contractor shall provide matenals used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 — Bedding, Backfill and Embankment Material. B Manufactured matenals, such as crushed concrete,may be substituted for natural soil or rock products where indicated in the product specification, and approved by the Engineer,provided that the physical property criteria are determined to be satisfactory by testing. C Geotextile (Filter Fabric) Conform to requirements of Section 02370—Geotextile. D Concrete for Trench Dams Concrete backfill or 3 sack premixed (bag) concrete. E Timber Shonng Left in Place Untreated oak. 2.02 EQUIPMENT A. Perform excavation with track mounted excavator or other equipment suitable for achieving the requirements of this Section. B Use only hand-operated tamping equipment until a minimum cover of 12 inches is obtained over pipes, conduits, and ducts. Do not use heavy compacting equipment until adequate cover is attained to prevent damage to pipes, conduits, or ducts C Use trench shields or other Protective Systems or Shoring Systems which are designed and operated to achieve placement and compaction of backfill directly against undisturbed native soil. 5/2013 02318-7 of 15 347 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES D Use Special Shoring systems where required which may consist of braced sheeting, braced soldier piles and lagging, slide rail systems, or other systems meeting the Special Shoring design requirements. 3.0 EXECUTION 3.01 PREPARATION A. Employ a Trench Safety Program as specified in Section 01570 — Trench Safety Systems. B Install and operate necessary dewatering and surface water control measures conform , to Section 01564—Control of Ground Water and Surface Water C Remove existing pavements and structures, including sidewalks and driveways, to conform with requirements of Section 02220— Site Demolition, as applicable D Area shall be cleared and grubbed under the provisions of Section 02200 — Site Preparation prior to excavation. E. Strip and stockpile topsoil under the provisions of Section 02200—Site Preparation F Schedule work so that pipe embedment can be completed on the same day that acceptable foundation has been achieved for each section of pipe installation,manhole, or other structures. 3.02 EXCAVATION A. Except as otherwise specified or shown on the Plans, install underground utilities in open cut trenches with vertical sides. B Perform excavation work so that pipe,conduit,and ducts can be installed to depths and alignments shown on the Plans. Avoid disturbing surrounding ground and existing facilities and improvements. C Determine trench excavation widths using the following schedule as related to pipe outside diameter(O.D ) Maximum trench width shall be the minimum trench width plus 24 inches. NOMINAL MINIMUM TRENCH PIPE SIZE, INCHES WIDTH, INCHES Less than 18 O.D + 18 18 to 30 O.D +24 Greater than 30 O.D +36 5/2013 02318-8 of 15 348 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES D Use sufficient trench width or benches above the embedment zone for installation of well point headers or manifolds and pumps where depth of trench makes it uneconomical or impractical to pump from the surface elevation. Provide sufficient space between shoring cross braces to permit equipment operations and handling of forms, pipe, embedment and backfill, and other materials E. Upon discovery of unknown utilities, badly deteriorated-utilities not designated for removal, or concealed conditions, discontinue work at that location. Notify the Engineer and obtain instructions before proceeding. F Shonng of Trench Walls. 1 Install Special Shoring in advance of trench excavation or simultaneously with the trench excavation, so that the soils within the full height of the trench excavation walls will remain fully laterally supported at all times 2 For all types of shoring, support trench walls in the pipe embedment zone throughout the installation. Provide trench wall supports sufficiently tight to prevent washing the trench wall soil out from behind the trench wall support. 3 Unless otherwise directed by the Engineer,leave sheeting driven into or below the pipe embedment zone in place to preclude loss of support of foundation and embedment materials. Leave rangers,walers, and braces in place as long as required to support sheeting,which has been cut off, and the trench wall in the vicinity of the pipe zone. 4 Employ special methods for maintaining the integrity of embedment or foundation material. Before moving supports,place and compact embedment to sufficient depths to provide protection of pipe and stability of trench walls. As supports are moved, finish placing and compacting embedment. 5 If sheeting or other shoring is used below top of the pipe embedment zone,do not disturb pipe foundation and embedment materials by subsequent removal. Maximum thickness of removable sheeting extending into the embedment zone 1 inch. Fill voids left on removal of supports with compacted backfill material. G Use of Trench Shields. When a trench shield(trench box)is used as a worker safety device, the following requirements apply 1 Make trench excavations of sufficient width to allow shield to be lifted or pulled freely,without damage to the trench sidewalls 2. Move trench shields so that pipe, and backfill materials, after placement and compaction, are not damaged nor disturbed, nor the degree of compaction reduced. 5/2013 02318-9 of 15 349 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 3 When required, place, spread, and compact pipe foundation and bedding 1 materials beneath the shield. For backfill above bedding, move the shield as backfill is placed and ramped in. Place and compact backfill materials against undisturbed trench walls and foundation. 4 Maintain trench shield in position to allow sampling and testing to be performed in a safe manner 3.03 TRENCH FOUNDATION' A. Excavate bottom of trench to uniform grade to achieve stable trench conditions and satisfactory compaction of foundation or bedding materials. B Place trench dams in Class I foundations in line segments longer than 100 feet between manholes, and not less than one in every 500 feet of pipe placed. Install additional dams as needed to achieve workable construction conditions. Do not place trench darns closer than 5 feet from manholes. 3 04 PIPE EMBEDMENT PLACEMENT AND COMPACTION A. Immediately prior to placement of embedment materials,the bottoms and sidewalls of trenches shall be free of loose, sloughing, caving, or otherwise unsuitable soil. B Place Geotextile,if specified,to prevent particle migration from the in-situ into open- graded(Class I) embedment materials or drainage layers. C Place embedment including bedding, haunching and initial backfill to meet requirements indicated on Plans. PVC & HDPE require cement stabilized sand bedding and backfill to one foot below subgrade or below grade if under pavement,or one foot above top of pipe if not under pavement. D For pipe installation,manually spread embedment matenals around the pipe to provide uniform bearing and side support when compacted. Do not allow materials to free-fall from heights greater than 24 inches above top of pipe. Perform placement and compaction directly against the undisturbed soils in the trench sidewalls, or against sheeting which is to remain in place. E. Do not place trench shields or shoring within height of the embedment zone unless means to maintain the density of compacted embedment material are used. If moveable supports are used in embedment zone, lift the supports incrementally to allow placement and compaction of the material against undisturbed soil. F Do not damage coatings or wrappings ofpipes during backfilling and compacting operations. When embedding coated or wrapped pipes, do not use crushed stone or other sharp, angular aggregates. 5/2013 02318 - 10 of 15 350 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES G Place haunching material manually around the pipe and compact it to provide uniform bearing and side support. If necessary, hold small-diameter or lightweight pipe in place during compaction of haunch areas and placement beside the pipe with sand bags or other suitable means H. Place electrical conduit directly on foundation without bedding. Shovel pipe embedment material in place and compact it using pneumatic tampers in restricted spaces,and vibratory-plate compactors or engine-powered jumping jacks in unrestricted spaces Compact each lift before proceeding with placement of the next lift. 1 Class I embedment materials. a. Maximum 6-inches compacted lift thickness. b Systematic compaction by at least two passes of vibrating equipment. Increase compaction effort as necessary to effectively embed the pipe to meet the deflection test criteria. c Moisture content as determined by Contractor for effective compaction without softening the soil of trench bottom,foundation or trench walls. 2 Class II embedment and cement stabilized sand. a. Maximum 6-inches compacted thickness. b Compaction by methods determined by Contractor to achieve a minimum of 95 percent of the maximum dry density as determined according to ASTM D 698 for Class II materials and according to ASTM D 558 for cement stabilized materials. c' Moisture content of Class II materials within 3 percent of optimum as determined according to ASTM D 698 Moisture content of cement stabilized sands on the dry side of optimum as determined according to ASTM D 558 but sufficient for effective hydration. J Place trench dams in Class I embedments m line segments longer than 100 feet between manholes, and not less than one in every 500 feet of pipe placed. Install additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes. 3 05 TRENCH ZONE BACKFILL PLACEMENT AND COMPACTION A. Place backfill for pipe or conduits and restore surface as soon as practicable. Leave only the minimum length of trench open as necessary for construction. Backfill placement and compaction shall apply to all soils excavated for the trench especially including any areas that were "benched" or over-excavated in place of trenched shoring. All disturbed soils generated during excavation,whether inside the trench or associated with it, shall be considered to fall under this requirement. 5/2013 02318- 11 of 15 351 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES B Where damage to completed pipe installation work is likely to result from withdrawal of sheeting, leave the sheeting in place. Cut off sheeting 1 5 feet or more above the crown of the pipe Remove trench supports within 5 feet from the ground surface C For sewer pipes,use backfill materials described here as determined by trench limits. As trench zone backfill in paved areas for streets and to one foot back of curbs and pavements,use cement stabilized sand for pipe of nominal sizes less than 36 inches,or Bank Sand for pipe of nominal sizes 36 inches and larger as indicated on the Drawings. Uniformly backfill trenches unless specified otherwise according to the paved area criteria. Use select backfill within one foot below pavement subgrade for rigid pavement. For asphalt concrete,use flexible base material within one foot below pavement subgrade D For water lines,backfill in trench zone, including auger pits, with Bank Sand, Select Fill, or Random Fill material as specified in this Section. E For trench excavations under pavement,place trench zone backfill in lifts and compact by methods indicated below Fully compact each lift before placement of the next lift. 1 Bank Sand. a. Maximum 9-inches compacted lift thickness. b Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698 c Moisture content within 3 percent of optimum determined according to ASTM D 698 2 Cement Stabilized Sand. a. Maximum lift thickness determined by Contractor to achieve uniform placement and required compaction,but not exceeding 24 inches b Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 558 c Moisture content on the dry side of optimum determined according to ASTM D 558 but sufficient for cement hydration. 3 Select Fill. a. Maximum 6-inches compacted thickness. b Compaction by equipment providing tamping or kneading impact to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698 c Moisture content within 2 percent of optimum determined according to ASTM D 698 F For trench excavations outside pavements,a Random Fill of suitable material may be used in the trench zone 5/2013 02318- 12 of 15 352 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 1 Fat clays (CH)may be used as trench zone backfill outside paved areas at the Contractor's option. If the required density is not achieved,the Contractor,at his option and at no additional cost to the Owner,may use lime stabilization to achieve compaction requirements or use a different suitable material. 2. Maximum 9-inch compacted lift thickness for clayey soils and maximum 12- inch lift thickness for granular soils. 3 Compact to a minimum of 90 percent of the maximum dry density determined according to ASTM D 698, or to same density as adjacent soils. 4 Moisture content as necessary to achieve density 3.06 MANHOLES,JUNCTION BOXES AND OTHER PIPELINE STRUCTURES A. Meet the requirements of adjoining utility installations for backfill of pipeline structures, as shown on the Plans. 3.07 FIELD QUALITY CONTROL A. .Quality Control 1 The Engineer may sample and test backfill at: a. Sources including borrow pits, production plants and Contractor's designated off-site stockpiles. b On-site stockpiles. c Materials placed in the Work. 2 The Engineer may resample material at any stage of work or location if changes in characteristics are apparent. B Production Verification Testing: The Owner's testing laboratory will provide verification testing on backfill materials,as directed by the Engineer Samples may be taken at the source or at the production plant, as applicable C Provide excavation and Trench Safety Systems at locations and to depths required for testing and retesting during construction. D Tests will be performed on a minimum of three different samples of each material type for plasticity characteristics, in accordance with ASTM D 4318, and for gradation characteristics, in accordance with Tex-101-E and Tex-110-E. Additional classification tests will be performed whenever there is a noticeable change in matenal gradation or plasticity 5/2013 02318- 13 of 15 353 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES E At least three tests for moisture-density relationships will be performed initially for backfill matenals in accordance with ASTM D 698,and for cement stabilized sand in accordance with ASTM D 558 Additional moisture-density relationship tests will be performed whenever there is a noticeable change in material gradation or plasticity F In-place density tests of compacted pipe foundation, embedment and trench zone backfill soil materials will be performed according to ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at the following frequencies and conditions. 1 A minimum of one test for every 100 linear feet measured along pipe for compacted embedment and for every 100 linear feet measured along pipe for compacted trench zone backfill material. Testing shall be performed for each lift thickness for different backfill material specified in Item 3 05 2. A minimum of three density tests for each full shift of Work when backfill is placed. 3 Density tests will be distributed among the placement areas. Placement areas are foundation, bedding,haunching, initial backfill and trench zone. 4 The number of tests will be increased if inspection determines that soil type or moisture content are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density, as specified. 5 Density tests may be performed at various depths below the fill surface by pit excavation. Material in previously placed lifts may therefore be subject to acceptance/Tel ection. 6 Two verification tests will be performed adjacent to in-place tests showing density less than the acceptance criteria. Placement will be rejected unless both verification tests show acceptable results. 7 Re-compacted placement will be retested at the same frequency as the first test series, including verification tests. G Recondition,re-compact,and retest at Contractor's expense if tests indicate Work does not meet specified compaction requirements. For Cement Stabilized Sand with nonconforming density,core and test for compressive strength at Contractor's expense. H. Acceptability of crushed rock compaction will'be determined by inspection. 3.08 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. 5/2013 02318- 14 of 15 354 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 3.09 PROTECTION OF THE WORK A. Maintain excavation and embankment areas until start of subsequent work. Repair and re-compact slides,washouts,settlements,or areas with loss of density at no cost to the Owner B Prevent erosion at all times Do not allow water to pond in excavations. C Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. D Coordinate excavation within 15 feet of existing utilities with utility representative Excavate by hand to locate existing utility, support utility with methods agreed upon by utility representative. All work shall be subsidiary to bid items in Section 00300 Bid Proposal. No additional cost to City END OF SECTION 5/2013 02318- 15 of 15 1 355 CITY OF PEARLAND EMBANKMENT Section 02330 EMBANKMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Construction of embankments with excess excavated material and borrow B References to Technical Specifications. 1 Section 01200—Measurement and Payment Procedures 2 Section 01350—Submittals 3 Section 01760—Project Record Documents 4 Section 01570—Trench Safety System 5 Section 01450—Testing Laboratory Services 6 _ Section 01500—Temporary Facilities and Controls 7 Section 02255 —Bedding, Backfill and Embankment Material 8 Section 02910—Topsoil 9 Section 01564—Control of Ground Water and Surface Water 10 Section 01720—Field Surveying 11 Section 02220—Site Demolition 12. Section 02200—Site Preparation 13 Section 01140—Contractor's Use of Premises C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" b ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" c ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)" d. ASTM D 3017, "Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Embankment under this Section. Include cost in Bid Items for which this Work is a component. B If embankment is included as a Bid Item, measurement will be based on the Units shown in Section 00300 — Bid Proposal and in accordance with Section 01200 — Measurement and Payment Procedures 5/2013 02330- 1 of 5 356 CITY OF PEARLAND EMBANKMENT 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit product quality,material sources, and field quality information in accordance with this Section. C Submit field red lines documenting location of embankments as installed,referenced to survey Control Points, under the provisions of Section 01760 — Project Record Documents, 1 04C Include location ofutilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients D Submit a Trench Safety Plan under the provisions of Section 01570—Trench Safety System that included measures that establish compliance with the standard interpretation of the General Duty Clause,Section 5 (a)(1),of the 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." 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 —Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 — Bedding, Backfill and Embankment Material. B Topsoil Conform to requirements of Section 02910—Topsoil. C Borrow Material. Conform to requirements of intended use. Take borrow material from sources approved by Engineer 5/2013 02330-2 of 5 357 CITY OF PEARLAND EMBANKMENT 3.0 EXECUTION 3.01 EXAMINATION A Verify borrow and excess excavated materials to be reused, are approved. B Verify removals, and clearing and grubbing operations, have been completed. C Verify backfill of new or relocated utilities and structures, below future grade, is complete. 3.02 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570—Trench Safety Systems. B Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 — Control of Ground Water and Surface Water C Identify required lines, levels, and datum. Coordinate with Section 01720 — Field Surveying. D Remove existing pavements and structures, including sidewalks and driveways, in conformance with requirements of Section 02220—Site Demolition, as applicable. E Area shall be cleared and grubbed under the provisions of Section 02200 — Site Preparation prior to placing embankment or opening borrow source F Strip and stockpile topsoil under the provisions of Section 02200—Site Preparation. G Backfill test pits, or stump holes and other surface irregularities such as small swales with embankment materials and compact in proper lift depths according to the compaction requirements of this Section. H Areas of unsuitable material shall be removed,backfilled with embankment materials and compacted in proper lift depths according to the compaction requirements of this Section. I Upon discovery of unknown or badly deteriorated utilities, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas 3 03 PLACEMENT AND COMPACTION A Do not conduct placement operations during inclement weather or when existing ground or embankment materials exceed 3 percent of optimum moisture content. Contractor may manipulate wet material to facilitate drying,by disking or windrowing, at Contractor's expense. 5/2013 02330-3 of 5 358 CITY OF PEARLAND EMBANKMENT B Do not place embankment material until density and moisture content of previously placed material complies with specified requirements. C Scarify areas to receive embankment to a minimum depth of 4 inches to bond existing and new materials. Mix with first layer of embankment material. D Spread embankment material evenly,from dumped piles or windrows,into horizontal layers approximately parallel to finished grade. Place to meet specified compacted thickness. Break clods and lumps and mix materials by blading,harrowing,discing,or other approved method. Each layer shall extend across full width of embankment. E Each layer shall be homogeneous and contain uniform moisture content before compaction. Mix dissimilar abutting materials to prevent abrupt changes in composition of embankment. F Layers shall not exceed depth as indicated on the Plans. G Where shown on Plans for steep slopes, cut benches into slope and scarify before placing embankment. Place increasingly wide horizontal layers of specified depth,to the level of each bench. H Build embankment layers on back slopes,adjacent to existing roadbeds,to level of old roadbed. Scarify top of old roadbed to minimum depth of four inches and re-compact with next layer I Construct to lines and grades shown on Plans. 3.04 COMPACTION REQUIREMENTS A Maintain moisture content of embankment materials to attain required compaction density B Compact to minimum densities shown on the Plans with a moisture content of optimum to 3 percent above optimum as determined by ASTM D 698 3.05 TOLERANCES A ,Top of compacted surface Plus or minus 1/2 inch in cross section,or in 16 foot length. 3.06 FIELD QUALITY CONTROL A Compaction testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 under provisions of Section 01450 — Testing Laboratory Services. B A minimum of three tests will be taken for each 1,000 linear feet per lane of roadway or 500 square yards of embankment per lift. 5/2013 02330-4 of 5 359 CITY OF PEARLAND EMBANKMENT C If tests indicate work does not meet specified compaction requirements,recondition, re-compact, and retest at Contractor's expense. 3.07 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 In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.08 PROTECTION OF THE WORK A Maintain all embankment areas in good condition until completion of Work. B Repair and re-compact slides, washouts, settlements, areas with loss of density, or excavation damaged by Contractor's operations at no additional cost to Owner C Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION 5/2013 02330-5 of 5 360 1 1 , CITY OF PEARLAND SUBGRADE Section 02335 SUBGRADE 1.0 GENERAL 1.01 SECTION INCLUDES A. Foundation course of lime and Portland Cement stabilized in situ subgrade material. B References to Technical Specifications. 1 Section 01200—Measurement and Payment Procedures 2 Section 01350—Submittals 3 Section 01450—Testing Laboratory Services 4 Section 01500—Temporary Facilities and Controls 5 Section 01564—Control of Ground Water and Surface Water 6 Section 01720—Field Surveying , 7 Section 01140—Contractor's Use of Premises C Referenced Standards ' 1 American Society for Testing and Materials (ASTM) a. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" c ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" d. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- / Aggregate in Place by Nuclear Methods (Shallow Depth)" e. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" f. ASTM C 150 - Standard Specification for Portland Cement. g. ASTM D 558 -Standard Test Method for Moisture-Density Relations of Soil-Cement-Mixtures. 1.02 MEASUREMENT AND PAYMENT A. Measurement for subgrade is on a square yard basis Separate payment will be made for each different required type and thickness of stabilized Subgrade. Limits of measurement shall match actual pavement replaced, but no greater than maximum pavement replacement limits shown on Drawings. Limits for measurement will be extended to include installed stabilized subgrade material that extends 2 foot beyond outside edge of pavement to be replaced, except where proposed pavement section 5/2013 02335 - 1 of 10 361 CITY OF PEARLAND SUBGRADE shares common longitudinal or transverse edge with existing pavement section. No payment will be made for stabilized subgrade in areas beyond these limits. B Measurement for hydrated lime and quicklime is by the ton of 2,000 pounds dry- weight basis,determined by the area to be covered and the rate of application. Do not include cost of hydrated lime or quicklime in Bid Item for subgrade. C Measurement for lime slurry is by the ton of 2,000 pounds of lime calculated on the percentage by weight of dry solids for the grade of slurry Do not include cost of lime slurry in Bid Item for subgrade D Measurement for Portland Cement is by the ton of 2,000 pounds of dry weight basis. Do not include cost of Portland Cement in Bid Item for subgrade E Refer to Section 01200—Measurement and Payment Procedures 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit certificates stating that hydrated lime, commercial lime slurry and quicklime complies with the requirements in this Section. C Submit weight tickets,certified by supplier,with each bulk delivery of lime to Project. Site D Submit manufacturer's description and characteristics for rotary speed mixer and compaction equipment for approval. 1.04 TESTING AND SAMPLING A. Testing will be performed under provisions of Section 01450,—Testing Laboratory Services. B Tests and analysis of soil materials will be performed in accordance with ASTM D 4318 C Sampling and testing of lime slurry shall be in accordance with Tex-600-J D Sample mixtures of Portland Cement,hydrated lime or quicklime in slurry form will be tested to establish compliance with the requirements in this Section. E Soil will be evaluated to establish percent of hydrated lime,quicklime,or lime slurry to be applied to subgrade material. F Moisture-density relationship will be established on material sample from roadway, after stabilization, in accordance with ASTM D 698 5/2013 02335-2 of 10 362 CITY OF PEARLAND SUBGRADE G Soil will be evaluated to establish ratio of cement to soil to obtain desired stability Normal range is 6 percent to 10 percent by weight. H. The percentage of moisture in soil, at time of cement application,will be determined by ASTM D 558 Moisture will not be allowed to exceed quantity that will permit uniform, complete mixture of soil and cement during dry mixing operations nor specified optimum moisture content for soil cement mixture, as determined. 1.05 PROTECTION OF PEOPLE AND PROPERTY A. Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 1.06 DELIVERY, STORAGE,AND HANDLING A. Bagged lime shall bear manufacturer's name, product identification, and certified weight.Bags varying more than 5 percent of certified weight may be rejected,average weight of 50 random bags in each shipment shall not be less than certified weight. B Store lime in weatherproof enclosures. Protect lime from ground dampness. C Quicklime can be dangerous, exercise extreme caution if used for the Work. Contractor shall become informed about recommended precautions in the handling, storage and use of quicklime 2.0 PRODUCTS 2.01 WATER A. Water shall be clean, clear; and free from oil, acids, alkali, or organic matter 2.02 LIME A. Type A-Hydrated Lime Dry material consisting essentially of calcium hydroxide or mixture of calcium hydroxide and an allowable percentage of calcium oxide and magnesium hydroxide B Type B-Lime e Slurry Liquid mixture consisting essentially of lime solids and water in slurry form. Water or liquid portion shall not contain dissolved material in sufficient quantity to be injurious or objectionable for purpose intended. C Type C - Quicklime Dry material consisting essentially of calcium oxide Furnish quicklime in either of the following grades 5/2013 02335-3 of 10 363 CITY OF PEARLAND SUBGRADE 1 Grade DS Pebble quicklime of a gradation suitable for use in the preparation of a slurry for wet placing. 2. Grade S Finely-graded quicklime for use in the preparation of a slurry for wet placing. Do not use Grade S quicklime for dry placing. (So called "Blue Lime" is not acceptable.) D Lime shall conform to following requirements. CHEMICAL COMPOSITION TYPE A B C Active lime content, 1 2 %by weight Ca(OH)2+CaO 90 0 min 87 0 min - Unhydrated lime content, %by weight CaO 5 0 max - 87 0 nun Free water content, %by weight H2O 5 0 max - - SIZING Wet Sieve, as %by weight residue retained. No 6 0.2 max 0.2 max2 8 0 max3 No 30 4 0 max 4 0 max2 - Dry sieve, as %by weight residue retained. 1-inch - - 0 0 3/4-inch - - 10 0 max Notes. 1 Maximum 5 0%by weight CaO shall be allowed in determining total active lime content. 2 Maximum solids content of slurry 3 Total active lime content, as CaO, in material retained on the No 6 sieve shall not exceed 2 0%by weight of original Type C lime E. Lime Slurry may be delivered to the Project Site as Commercial Lime Slurry, or may be prepared at the Project Site using Hydrated Lime or Quicklime The slurry shall be free of liquids other than water and shall be of a consistency that can be handled and uniformly applied without difficulty 2.03 PORTLAND CEMENT (ONLY WHEN DIRECTED BY ENGINEER) A. ASTM C 150 Type I, bulk or sacked. 5/2013 02335-4 of 10 364 CITY OF PEARLAND SUBGRADE 2.04 SOIL A. Provide soil consisting of approved material free from vegetation or other objectable matter encountered in existing roadbed. 3.0 EXECUTION 3.01 EXAMINATION A. Verify backfill of new or relocated utilities and structures below future grade is complete B Verify compacted subgrade is ready to support imposed loads. C Verify subgrade lines and grades are correct. 3.02 PREPARATION A. Install and operate necessary dewatenng and surface water control measures in accordance with requirements of Section 01564 — Control of Ground Water and Surface Water B Identify required lines, levels, and datum. Coordinate with Section 01720 — Field Surveying. C Cut material to bottom of subgrade using an approved cutting and pulverizing machine meeting following requirements 1 Cutters accurately provide a smooth surface over entire width of cut to plane of secondary grade. 2 Visible indication that cut is to proper depth. D Alternatively, scarify or excavate to bottom of stabilized subgrade Remove material or windrow to expose secondary grade Correct wet or unstable material below secondary grade by scarifying,adding lime,and compacting. Obtain uniform stability E. Upon discovery of unknown or badly deteriorated utilities, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3 03 LIME SLURRY APPLICATION A. Mix hydrated lime or quicklime with water to form a slurry of the solids content specified. Commercial lime slurry shall have dry solids content as specified. Conform to cautionary requirements in this Section, 1 06C, concerning use of quicklime 5/2013 02335-5 of 10 365 CITY OF PEARLAND SUBGRADE B Apply slurry with a distributor truck equipped with an agitator to keep lime and water in a consistent mixture Make successive passes over measured section of roadway to attain proper moisture and lime content. Limit spreading to an area where preliminary mixing operations can be completed on the same working day 3.04 PRELIMINARY MIXING A. Do not mix and place material when temperature is below 40 degrees F and falling. Base may be placed when temperature taken in shade and away from artificial heat is above 35 degrees F and rising. B Use approved single-pass or multiple-pass rotary speed mixers to mix soil, lime, and water to required depth. Obtain a homogeneous friable mixture free of clods and lumps. C Shape mixed subgrade to final lines and grades. , D Seal subgrade as a precaution against heavy rainfall by rolling lightly with light pneumatic rollers. E. Cure soil-lime material for 1 to 4 days Keep subgrade moist during cure 3.05 FINAL MIXING A. Use approved single-pass or multiple-pass rotary speed mixers to uniformly mix cured soil and lime to required depth. B Add water to bring moisture content of soil mixture to a minimum of optimum or above C Mix and pulverize until all material passes a 1 inch sieve, a minimum of 90 percent, excluding non-slaking fractions,passes a 3/4-inch sieve;and a minimum of 65 percent excluding non-slaking fractions passes a No. 4 sieve D Shape mixed subgrade to final lines and grades E Do not expose hydrated lime to open air for more than 6 hours during interval between application and mixing. Avoid excessive hydrated lime loss due to washing or blowing. 3 06 MIXING- PORTLAND CEMENT (ONLY WHEN DIRECTED BY ENGINEER) A. Do not place and mix cement when temperature is below 40 degrees F and falling. Place Portland Cement base when temperature taken in shade and away from artificial heat is above 35 degrees F and rising. 5/2013 02335-6 of 10 366 CITY OF PEARLAND SUBGRADE B Spread cement uniformly on soil at rate specified by laboratory When bulk cement spreader is used,position it by string lines or other approved method to ensure uniform distribution of cement. Apply cement only to area where operations can be continuous and completed in daylight,within 1 hour of application. Amount of moisture in soil at time of cement placement shall not exceed quantity that will permit uniform mixture of soil and cement during dry mixing operations. Do not exceed specified optimum moisture content for soil cement mixture C Do not allow equipment other than that used in spreading and mixing, to pass over freshly spread cement until it is mixed with soil. D Dry mix cement with soil after cement application. Continue mixing until cement has been sufficiently blended with soil to prevent formation of cement balls when water is applied. Mixture of soil and cement that has not been compacted and finished shall not remain undisturbed for more than 30 minutes. E. Immediately after dry mixing is complete, uniformly apply water as necessary and incorporate it into mixture. Pressurized equipment must provide adequate supply to ensure continuous application of required amount of water to sections being processed within 3 hours of cement application. Ensure proper moisture distribution at all times. After last,increment of water has been added, continue mixing until thorough and uniform mix has been obtained. F Ensure percentage of moisture in mixture,based on dry weights,is within 2 percentage points of specified optimum moisture content prior to compaction. When uncompacted soil cement mixture is wetted by rain indicating that average moisture content exceeds tolerance given at time of final compaction,reconstruct entire section in accordance with this Section at no additional cost to City 3.07 COMPACTION-LIME SUBGRADE A. Aerate or sprinkle to attain optimum moisture content as determined by Testing Laboratory Remove and reconstruct sections where average moisture content exceeds ranges specified at time of final compaction. B Start compaction immediately after final mixing, unless approved by Engineer C Spread and compact in two or more approximately equal layers where total compacted thickness is to be greater than 8 inches. D Compact with approved heavy pneumatic or vibrating rollers, or a combination of tamping rollers and light pneumatic rollers. Begin compaction at the bottom and continue until entire depth is uniformly compacted. E. Do not allow stabilized base to mix with underlying material. Correct irregularities or weak spots immediately by replacing material and re-compacting. 5/2013 02335-7of10 367 CITY OF PEARLAND SUB GRADE F Compact to following minimum densities at a moisture content of optimum to 3 percent above optimum as determined by ASTM D 698,unless otherwise indicated on the Plans 1 Areas to receive pavement without subsequent base course Minimum density of 98 percent of maximum dry density 2 Areas to receive subsequent base course Minimum density of 95 percent of maximum dry density G Seal with approved light pneumatic tired rollers. Prevent surface hair line cracking. Rework and re-compact at areas where hair line cracking develops. H. Contractor shall conduct operations to minimize elapsed time between mixing and compacting stabilized subgrade in order to take advantage of rapid initial set characteristics. Complete compaction within 2 hours of commencing compaction and not more than 6 hours after adding and mixing the last stabilizing agent. 3 08 COMPACTION-PORTLAND CEMENT SUB GRADE(ONLY WHEN DIRECTED BY ENGINEER) A. Prior to beginning compaction, ensure mixture is in loose condition for its full depth. Uniformly compact the loose mixture to specified density, lines and grades. B After soil and cement mixture is compacted,apply water uniformly as needed and mix thoroughly Then reshape surface to required lines, grades and cross section and lightly scarify to loosen imprints left by compacting or shaping equipment. C Roll resulting surface with pneumatic-tired roller and "skin" surface with power grader Thoroughly compact mixture with pneumatic roller,adding small increments of moisture,as needed. When aggregate larger than No 4 sieve is present in mixture, make one complete coverage of section with flat-wheel roller immediately after skinning operation. When approved by Project Manager, surface finishing methods may be varied from this procedure, provided dense uniform surface, free of surface compaction planes, is produced. Maintain moisture content of surface material at its specified optimum during finishing operations. Compact and finish surface within period not to exceed 2 hours, to produce smooth, closely knit surface, free of cracks, ridges, or loose material, conforming to crown, grade and line shown on Drawings within period not to exceed 2 hours. 3.09 CURING A. Moist cure for a minimum of 3 days before placing base or surface course,or opening to traffic Time may be adjusted as approved by Engineer Subgrade may be opened to traffic after 2 days if adequate strength has been attained to prevent damage.Restrict traffic to light pneumatic rollers or vehicles weighing less than 10 tons. 5/2013 02335 -8 of 10 368 CITY OF PEARLAND SUBGRADE B Keep subgrade surface damp by sprinkling. Roll with light pneumatic roller to keep surface knit together C Place base, surface, or seal course within 14 days after final mixing and compaction unless prior approval is obtained from Engineer 310 TOLERANCES A. Top of compacted surface Plus or minus 1/4 inch in cross section or in 16 foot length. 3 11 FIELD QUALITY CONTROL A. A minimum of three phenolphthalein test will be made at random locations per 1000 linear feet per lane of roadway or 500 square yards of base to determine in-place depth. B Contractor may, at his own expense, request additional cores in the vicinity of cores indicating nonconforming in-place depths If the average of the tests falls below the required depth, place and compact additional material at no cost to the Owner C Compaction Testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 at random locations near depth determination tests. Three tests will be performed for each 1000 foot roadway section. Rework and re-compact areas that do not conform to compaction requirements at no cost to the Owner 3.12 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 Fill test pits with new compacted lime stabilized subgrade C Completed surface shall be smooth and conform to typical section and established lines and grades. D In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.13 PROTECTION OF THE WORK A. Maintain stabilized Subgrade to lines and grades and in good condition until placement of base or surface course B Protect the asphalt membrane, if used, from being picked up by traffic 5/2013 02335-9 of 10 369 CITY OF PEARLAND SUBGRADE C Repair settlements, areas with loss of density, or areas of subgrade damaged by Contractor's operations at no additional cost to Owner by replacing and re-compacting material to full depth. D Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION 5/2013 02335- 10 of 10 370 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES Section 02417 AUGERIN(G PIPE OR CASING FOR WATER LINES 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of pipe and casing for water lines by methods of augering. B References to Technical Specifications 1 Section 01570—Trench Safety System 2 Section 01200—Measurement and Payment Procedures 3 Section 01350—Submittals 4 Section 01500—Temporary Facilities and Controls 5 Section 02635—Steel Pipe and Fittings 6 Section 02318—Excavation and Backfill for Utilities 7 Section 01140—Contractor's Use of Premises C Referenced Standards 1 American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT UNIT PRICES A Measurement for augered casing with water pipe will be on a linear foot basis measured from end to end of the casing. B Payment of augered casing with water pipe will be full compensation for all labor, equipment,casing,water pipe,materials and supervision for construction complete in place including dewatering,augenng,joints,spoil removal,pipe installation,grouting, utility adjustments,testing,and cleanup,and other work necessary for construction as shown on the Plans and as specified. C Measurement of augered water pipe will be on a linear foot basis along the axis of the pipe from auger pit to auger pit. D Payment of augered water pipe will be full compensation for labor,pipe, equipment, materials, and supervision for construction complete in place including dewatering, jacking,utility adjustments,testing,cleanup,and other work necessary for construction as shown on the Plans and as specified. E No separate payment will be made for auger pits and other excavations under this section. Include cost of excavation, surface restoration, pavement repair, etc , for auger pits or observation pits in Sections related to the open-cut utility installation portion of the Work. Include cost of trench safety for auger pits or observation pits in Section 01570—Trench Safety Systems. F Refer to Section 01200 - Measurement and Payment Procedures 02/2008 02417- 1 of 6 371 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 1.03 SUBMITTALS A Submit product data in accordance with requirements of Section 01350-Submittals. B Submit product data for casing insulators for approval. C Pnor to commencement of work,furnish for the Engineer's approval, a plan showing pit locations. Approval of this plan will not relieve Contractor from responsibility to obtain specified results. D Show actual pit locations dimensioned on as-built drawings so that they can be identified in field. 1.04 REGULATORY REQUIREMENTS A Conform to Texas Department of Transportation for installations under state highways. Owner will obtain required permits for State Highway crossings. City will make submittal to TxDOT Contractor will supply Traffic Control Plans B Installations under railroads 1 Secure and comply with requirements of nght-of-entry for crossing railroad company's easement or right-of-way from railroad companies affected. Comply with railroad permit requirements. Submit copy to the Engineer 2 Use dry auger method only 3 No extra compensation for damages due to delays caused by the railroad requesting work to be done at hours which will not inconvenience the railroad. 4 Maintain minimum 35-foot clearance from centerline of tracks. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 1.06 CRITERIA FOR DETERMINING INSTALLATION LOADS A Pipes and casings shall be selected by the Contractor to carry overburden pressure and applicable surcharge and installation loads. B The critena to be used for truck loading shall be HS-20 vehicle loading distributions in accordance with AASHTO C The Contractor shall be responsible for the selection of the casing,pipe,and pipe joints to carry the thrust of the jacks or loads due to the pulling mechanism. D The Contractor shall select the diameter of the casing to meet the minimum dimensions defined in the Plans, and to permit practical installation(including skids, pipe spiders and shims, if applicable) and grouting, where required. 02/2008 02417-2 of 6 372 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES r 2.0 PRODUCTS 2.01 MATERIALS A Piping and Fittings. As required by Plans B Casings Where required by Plans,in accordance with Section 02635-Steel Pipe and Fittings C Insulators. Where casings are required by Plans, casing insulator width 8 inches for pipe sizes 4 to 14 inches, 12 inches for pipe sizes 16 to 30 inches. 1 For welded steel pipe 12 inches and smaller, use Pipeline Seal & Insulator Model PE, or approved equal. 2. For other pipe materials, use Pipeline Seal & Insulator Model C8G-2 or approved equal for pipe sizes up to 12 inches. 3 For all pipe sizes above 12 inches, use Pipeline Seal & Insulator Model C 12G-2 or approved equal. D Casing End Seals. Provide Pipeline Seal &Insulator Model C or approved equal. 3.0 EXECUTION 3.01 GENERAL A Do not exceed 100 feet for length of auger hole for uncased PVC pipe less than 12 inches in diameter without intermediate pit. B Do not exceed 75 feet for length of auger hole for uncased PVC pipe 12 inches to 16 inches in diameter without intermediate pit. C Do not exceed 80 feet for length of auger hole for uncased PVC pipe greater than 16- inches in diameter without intermediate pit. 3.02 PREPARATION A Secure right-of-entry for crossing railroad company's easement or right-of-way' 3.03 JACKING A Comply with Section 01570 - Trench Safety Systems for all pits, access shafts, end trenches and other excavations relating to work required by this specification. B If grade of pipe at jacking end is below ground surface, excavate suitable pits or trenches for conducting jacking operations and for placing end joints of pipe. Wherever end trenches are cut in sides of embankment or beyond it, sheath securely and brace such work to prevent earth caving. C No more than one joint shall be made-up in pit or trench prior to jacking 02/2008 02417-3 of 6 373 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES D Construction shall not interfere with operation of railroad, street, highway, or other facility, nor weaken or damage embankment or structure E During construction operations,furnish and maintain barricades and lights to safeguard traffic and pedestrians as directed by the Engineer,until such time as backfill has been completed and removed from site F Provide heavy-duty jacks suitable for forcing pipe through embankment. Use suitable jacking head, usually of timber, and suitable bracing between jacks and jacking head and suitable jacking frame or backstop so that jacking pressure will be applied to pipe uniformly around ring of pipe. Set pipe to be jacked on guides, properly braced together, to support section of pipe and to direct it in proper line and grade Place jacking assembly in line with direction and grade of pipe. Excavate embankment material just ahead of pipe and remove material through pipe. Force pipe through embankment with jacks, into space thus provided. G Conform excavation for underside of pipe to contour and grade of pipe,for at least one third of circumference of pipe. Provide clearance of not more than 2 inches for upper half of pipe. Taper off upper clearance to zero at point where excavation conforms to contour of pipe H Distance that excavation shall extend beyond end of pipe depends on character of material,but it shall not exceed 2 feet in any case. Decrease distance on instructions from the Engineer,if character of material being excavated makes it desirable to keep- advance excavation closer to end of pipe I Jack pipe from low or downstream end. Lateral or vertical variation in final position of pipe from line and grade established by the Engineer will be permitted only to extent of 1 inch in 10 feet, provided such variation is regular and only in one direction and that final grade of flow line is in direction indicated on plans. J Use cutting edge of steel plate around head end of pipe extending short distance beyond end of pipe with inside angles or lugs to keep cutting edge from slipping back onto pipe. K Once jacking of pipe is begun, carry on without interruption to prevent pipe from becoming firmly set in embankment. L Remove and replace any pipe damaged in jacking operations M Backfill pits or trenches excavated to facilitate jacking operations immediately after completion of jacking of pipe N Grout annular space when loss of embankment occurs or when clearance of two inches is exceeded. 02/2008 02417-4 of 6 374 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES 3.04 AUGERING(BORING) A Auger from approved pit locations. Excavate for pits and install shoring as outlined above under "Jacking." Auger mechanically with use of a pilot hole entire length of crossing and check for line and grade on opposite end of bore from work pit. The large hole is to be no more than 2 inches larger than diameter of bell. Place excavated material outside working pit and dispose of as required. Use water or other fluids in connection with boring operation only to lubncate cuttings, jetting will not be permitted. B In unconsolidated soil formations, a gel-forming colloidal drilling fluid may be used. Fluid is to consist of at least 10 percent of high-grade processed bentonite and shall consolidate cuttings of bit, seal walls of hole, and shall furnish lubrication for subsequent removal of cuttings and installation of pipe. 3.05 PIPE IN CASING A Pipes shall be installed in augered casings in accordance with this Section, as applicable. B Bottom of trench adjacent to each end of casing should be graded to provide firm, uniform, and continuous support for carrier pipe. If trench requires some backfill to establish final trench bottom grade, backfill matenal should be placed in 6-inch lifts and each layer properly compacted. C Install casing end seals in accordance with manufactures specifications. 3.06 INSULATOR INSTALLATION A Casing spacers and/or insulators should be installed in accordance with manufacturer's instructions. Special care should be taken to ensure that all subcomponents are correctly assembled and evenly tightened,and that no damage occurs during tightening or carrier pipe insertion. B Spacing of spacers or insulators should ensure that carrier pipe is adequately supported throughout its length, particularly at ends, to offset settling and possible electrical shorting. End spacer must be within 6 inches of end of casing pipe,regardless of size of casing and carrier pipe or type of spacer used. Casing spacers are designed to withstand much greater loads than can be safely applied to most coatings Therefore, spacing between spacers depends largely on load bearing capabilities of pipe coating and flexibility of pipe. 1 Spacing shall be as shown on Plans with maximum distance between spacers to be 10 feet for pipe sizes 4 to 14 inches and 8 feet for pipe sizes 16 to 30 inches. 2. For ductile iron pipe, flanged pipe, or bell-and-spigot pipe, spacers should be installed within one foot on each side of bell or flange and one in center of joint when 18-to 20-foot-long joints are used. 3 If casing or carrier pipe is angled,bent, or dented, spacing should be reduced. 02/2008 02417-5 of 6 375 CITY OF PEARLAND AUGERING PIPE OR CASING FOR WATER LINES C Where metallic carrier pipe is to be placed in metallic casing, provide electric insulating type spacers to ensure no contact between carver pipe and casing. 3.07 FILLING ANNULAR SPACE A Allowable variation from line and grade shall be as specified under"Jacking." Block void space around pipe in augered hole with approximately 12 inches of packed clay or similar material approved by the Engineer,to prevent bedding or backfill from entering the void around the pipe in the augered hole when compacted. For pipe diameters 4 inches through 8 inches use minimum 1/2 cubic foot clay for pipe diameters 12 inches through 16 inches use minimum 3/4 cubic foot clay 3.08 AUGER PITS A Locate auger pits where there is minimum interference with traffic or access to property B Pit Size Provide minimum 6-inch space between pipe and walls of bore pit. Maximum allowable width of pit shall be 5 feet unless approved by the Engineer Width of pit at surface shall not be less than at bottom. Maximum allowable length of pit shall be no more than 5 feet longer than one full Joint of pipe and shall not exceed 25 feet unless approved by the Engineer C Excavate bore pits to finished grade at least 6 inches lower than grade indicated by stakes or as approved by the Engineer D Backfill in accordance with Section 02318 —Excavation and Backfill for Utilities. 3.09 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 (3.10 PROTECTION OF THE WORK A Protect and maintain all pipe and casing augering in good condition until completion of Work. END OF SECTION 02/2008 02417-6 of 6 376 CITY OF PEARLAND WATER MAINS Section 02510 WATER MAINS 1.0 GENERAL 1.01 SECTION INCLUDES A. Installation of water mains, including valves, fire hydrants, wet connections, cut and plug of mains, disinfection, and hydrostatic testing for pipelines. B References to Technical Specifications 1 Section 01200,-Measurement and Payment Procedures 2. Section 01350 - Submittals 3 Section 02514-Fire Hydrant Assembly 4 Section 03300 - Cast-in-Place Concrete 5 Section 02512- Polyethylene Wrap 6 Section 02417 -Augering Pipe for Water Lines 7 Section 02515 -Water Tap and Service Line Installation 8 Section 02318 -Excavation and Backfill for Utilities 9 Section 02980 -Pavement Repair 10 Section 01450 -Testing Laboratory Services 11 Section 02634 -Ductile Iron Pipe and Fittings C. Referenced Standards 1 Texas Commission on Environmental Quality (TCEQ) 2. American Water Works Association (AWWA) 3 American Society for Testing and Materials (ASTM) 1.02 MEASUREMENT AND PAYMENT A. Measurement for water mains open cut or augered, with or without casing, is on a linear foot basis for each size of pipe installed. Mains Measure along axis of pipe and include fittings and valves. Branch Pipe:Measure from axis of main to end of branch. B Refer to Section 01200—Measurement and Payment Procedures 1.03 QUALITY ASSURANCE A. Regulatory Requirements 1 Pipe shall bear Underwriter's Laboratories(UL)or Factory Mutual(FM)label. 6/2014 02510- 1 of 22 377 CITY OF PEARLAND WATER MAINS 2. Pipe material acceptable without penalty to State's community fire insurance rating agency 3 System acceptable to City and TCEQ 4 Bacteriological disinfection acceptable to local health officials and Texas Department of Health, and TCEQ 5 Water taps and draw off lines in compliance with local municipal specifications and regulations. 1.04 SUBMITTALS A. Make Subnuttals required by this Section under the provisions of Section 01350 — Submittals. B Product Data. 1 Obtain from pipe manufacturer installation instructions,manuals, and printed recommendations, except for Owner furnished pipe 2. Retain product data on job site for reference 3 Submit certified record of tests of pipe, fittings, or valves upon request of Engineer 4 Submit hydrant manufacturer flow and friction loss curve. C. Samples 1 Notify City when system is pressure tested and disinfected. City will take all samples for bacteriological testing as required by TCEQ 1.05 PRODUCT HANDLING A. Deliver pipe to trench in sound, undamaged condition. B Cut pipe neatly avoiding sharp, ragged, or unbeveled, plain ends and do not damage lining by cutting C. Remove damaged or rejected materials from project site. 1.06 ENVIRONMENTAL REQUIREMENTS A. Do not lay pipe when it is raining or when trench is muddy, soft,or contains standing water B 6/2014 02510-2 of 22 378 CITY OF PEARLAND WATER MAINS 2.0 PRODUCTS 2.01 POLYVINYL CHLORIDE (PVC) PRESSURE PIPE A. Conform to requirements of Section 02534-PVC Pipe. All pipe used for water mains shall be blue 2.02 HIGH DENSITY POLYETHYLENE A. Conform to requirements of Section 02532W- HDPE 2.03 STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER LINES A. Conform to requirements of Section 02513 - Steel Pipe and Fittings for Large Diameter Water Lines 2.04 DUCTILE IRON PIPE AND FITTINGS A. Conform to requirements of Section 02634 -Ductile Iron Pipe and Fittings 2.05 FIRE HYDRANTS A. Conform to requirements of Section 02514-Fire Hydrant Assembly 2.06 VALVES A. General. Conform to requirements of Section 02541 —Water and Wastewater Line Valves. 1 Manual operators a. Provide hand wheel manual operators for in-plant valves b Equip buried valves with 2 in. square operating nuts 2. Furnish no less than one operating key with each lot of 10 buned valves with nut operators 3 Rotation. a. Direction OPEN COUNTERCLOCKWISE(OPEN LEFT) - 4 Shop coating. a. Shop coat ferrous metal surfaces of valves both interior and exterior for corrosion protection. b Protect internal and external iron surfaces of valves with coating of 4 mils of two-part thermosetting epoxy. AWWA C 550 5 Working and test pressures. a. Valves 2 in. through 12 in. 200 psi working pressure, 400 psi hydrostatic test pressure. b Valves 14 in. through 36 in. 150 psi working pressure, 300 psi hydrostatic test pressure. 6/2014 02510-3 of 22 379 CITY OF PEARLAND WATER MAINS B Gate Valves (2 in. Through 36 in.) 1 Buned valves a. Comply with AWWA C500, non-rising stem(NRS),resilient wedge. b Epoxy-coated ductile iron body and bonnet, inside screw c Bronze Seat and disc rings, stem and mountings, and disc wedges. d. "0" ring sealed stem and 2 in. square operating nut. e. Valves 2 in. through 12 in. Vertical type without by-passes. f Valves 16 in.through 36 in. Horizontal type with enclosed steel bevel gears resilient wedge, standard size by-pass valves. g Stuffing box and bonnet bolts and nuts to be 304 stainless steel. h. Install in section of horizontal pipe i. Mechanical joint ends with gasket complying with AWWA C 111 Acceptable product: 1) East Jordan, American Flow Control, Mueller Co "A-2380 Series" C. Tapping Valves and Tapping Sleeves 1 Tapping sleeves shall be solid stainless steel and valves shall conform with all others as mentioned above. D Valve Boxes 1 Cast iron,threaded screw extension sleeve type,adjustable suitable for depth of cover over pipe, with base and cover - 2. 3/16 in. thick, 5 in. diameter minimum. 3 Provide with suitable cast iron bases and covers. 4 Covers Cast name designating type of service, e.g., "WATER" for water I service 2.07 RELATED MATERIALS A. Concrete. As specified in Section 03300—Cast-in-Place Concrete 6/2014 02510-4 of 22 380 CITY OF PEARLAND WATER MAINS B Meter Box. 1 Cast iron to Owner's dimensions ASTM A 48 C The service line between Curb stop and Corporation Stop shall be CTS Polyethylene, SDR—9 D Corporation and Curb Stops and Fittings ASTM B 62, NSF 61 lead free 3.0 EXECUTION A. Conform to requirements in Section 02534-PVC Pipe, Section 02634-Ductile Iron Pipe and Fittings, Section 02532W—HDPE, Section 02635 Steel Pipe and Fittings, and Section 02513 - Steel Pipe and Fittings for Large Diameter Water Lines 3.02 PREPARATION A. Thoroughly clean pipe interiors of foreign matter before being lowered into trench. B Clean hydrant and valve interiors of foreign matter before installation. C Employ workmen who are skilled and experienced in laying pipe of type and joint configuration being furnished. Provide watertight pipe and pipe joints. D Lay pipe to lines and grades shown on Drawings and Details E. If asbestos-cement (A.C ) pipe is encountered, follow safety practices outline in American Water Works Association's publication, "Work Practices for A/C Pipe" Strictly adhere to "recommended practices" contained in this publication and make them"mandatory practices" for this project. F For pipe diameters 36 inches and greater,clearly mark each section of pipe and fitting with unique designation on inside of pipe along with pressure class. Locate unique identifying mark minimum of five feet away from either end of each section of pipe. Provide one unique identifying mark in middle of each fitting. Place markings at consistent locations. Use permanent black paint and minimum letter height of 4 inches to mark designations. G Contractor is responsible for assuring chosen manufacturer fulfills requirements for extra fittings and, therefore, is responsible for costs due to downtime if requirements are not met. 3.03 INSTALLATION A. Inspection. 1 Carefully examine each piece of pipe for soundness and specifications compliance after delivery at trench before placing in trench. 6/2014 02510-5 of 22 381 CITY OF PEARLAND WATER MAINS 2. Remove rejected pipe and fittings from site of work and replace with sound pipe. 3 Pipe and fittings will be rejected because of any of the following: a. Cracks in pipe or fittings. b Damaged or cracked ends c Damaged gaskets or gasket grooves. d. Less than minimum wall thickness. e Defects and deformations. B Cleaning. , 1 Clean interior of pipe and fittings of foreign matter before laying. 2. Keep interiors and ends clean during installation. 3 Keep joint contact surfaces clean during installation. 4 Take precautions to prevent foreign material from entering pipe during installation. 5 Do not place rubbish, tools, rags, or other materials in pipe. 6 Whenever pipe laying is stopped, place plugs in uncompleted ends of pipe. C. Installation. , 1 Install pipe, couplings, and fittings in accordance with pipe manufacturer's recommendations Conform to applicable installation specifications for types of pipes use. 2. Install gaskets and lubncants as recommended by manufacturer 3 Full length of each barrel of pipe shall rest solidly on pipe bed with recesses excavated to accommodate bells and joints. 4 Take up and relay pipe that has grade or joint disturbed. 5 Do not joint pipe with water in trench. 6 Keep water out of trench until jointing is completed. 7 Do not lay water pipe closer than 10 ft. horizontally from sanitary sewer 8 Do not locate joints at cross-overs with sanitary sewers closer than 9 ft. from cross-over point. 6/2014 02510-6 of 22 382 CITY OF PEARLAND WATER MAINS 9 Where water lines cross sanitary sewers,construct in accordance with the City of Pearland Engineering Design Criteria Manual for water line or TCEQ standards whichever is more stringent10 Where\pipe ends are left for future connections, install valve and plug or cap end. Forty feet minimum line section required between valve and plug or cap end. 11 Install concrete thrust blocking at bends and tees and at ends of lines to provide adequate reaction backing. 1' 12. Lay not more than 100 feet of pipe in trench ahead of backfilling operations 13 Dig trench proper width as shown in details. When trench width below top of pipe becomes 4 feet wider than specified, install higher class of pipe or improved bedding,as determined by Engineer No additional payment will be made for higher class of pipe or improved bedding 14 Use adequate surveying methods and equipment;employ personnel competent in use of this equipment. Honzontal and vertical deviations from alignment as indicated on Drawings shall not exceed 0 10 feet. Measure and record "as built"horizontal alignment and vertical grade at maximum of every 100 feet on record drawings 15 Before assembling couplings,lightly coat pipe ends and outside of gaskets per manufacturer's specification. 16 Prevent damage to coating when placing backfill. Use backfill matenal free of large rocks or stones, or other material which could damage coatings. D Setting Valves, Valve Boxes and Fire Hydrants 1 Set plumb 2. Center valve boxes on valves. 3 Where feasible, locate valves outside area of roads and streets. 4 Carefully tamp back fill around each valve box to distance of 4 ft. on all sides or to undisturbed trench face if less than 4 ft. 5 Set hydrants at elevation so that connecting pipe will not have less cover than mains. 6 Set hydrants on concrete pad. 7 Depth of bury of hydrant is defined as distance from bottom of inlet pipe to ground line. 6/2014 02510-7 of 22 383 a CITY OF PEARLAND WATER MAINS 8 Place concrete thrust block back of hydrant opposite pipe connections set against vertical face of trench to prevent from blowing off line. 9 Use 5/8 in. stock stainless steel bridle rods and rod collars. 10 Place not less than 5 cu. ft. of broken stone around base of hydrant to ensure drainage. 11 Compact backfill to grade in accordance with specification section 02318 — Excavation and Backfill for Utilities 12. Tighten stuffing boxes. 13 Test hydrant and valve in opened and closed position to ensure that parts are in working condition. E. Joints and Jointing- ' Rubber Gasketed Bell-and-Spigot Joints for PVC,Steel,and Ductile Iron Pipe. 2. a.After rubber gasket is placed in spigot groove of pipe,equalize rubber gasket cross section by inserting tool or bar recommended by manufacturer under rubber gasket and moving it around periphery of pipe spigot. b Lubricate gaskets per manufacturer's specification. c Fit pipe units together in manner to avoid twisting or otherwise displacing or damaging rubber gasket. d.After pipe sections are joined,check gaskets to ensure that no displacement of gasket has occurred.If displacement has occurred,remove pipe section and remake joint as for new pipe Remove old gasket, inspect for damage and replace if necessary before remaking joint. e.Where preventing movement of 16-inch diameter or greater pipe is necessary due to thrust, use restrained joints as shown on Drawings. 1) Include buoyancy conditions for soil unit weight when computing thrust restraint calculations. 2) Do not include passive resistance of soil in thrust restraint calculations f. Except for PVC pipe, provide means to prevent full engagement of spigot into bell as shown on Drawings Means may consist of wedges or other types of stops as approved by Engineer 6/2014 02510-8 of 22 384 CITY OF PEARLAND WATER MAINS 2. Flanged Joints where required on Ductile Iron Pipe, or Steel Pipe a. AWWA C 207 Prior to installation of bolts, accurately center and align flanged joints to prevent mechanical prestressing of flanges,pipe and equipment. Align bolt holes to straddle vertical, horizontal or , north-south center line.Do not exceed 3/64 inch per foot inclination of flange face from true alignment. b Use full-face gaskets for flanged joints. Provide 1/8-inch-thick cloth inserted rubber gasket material. Cut gaskets at factory to proper dimensions c Use stainless steelnuts and bolts to match flange material.Use stainless steelnuts and bolts underground.Tighten bolts progressively to prevent unbalanced stress. Maintain at all times approximately same distance between two flanges at points around flanges Tighten bolts alternately (180°apart)until all are evenly tight.Draw bolts tight to ensure proper seating of gaskets. d. Full length bolt isolating sleeves and washers shall be used with flanged connections e. For in-line flange joints 30 inches in diameter and greater and at butterfly valve flanges, provide Pyrox G-10 with nitrite seal, conforming to ANSI A 21 11 mechanical joint gaskets. For in-line flange joints sized between 12 inches in diameter and greater and 24 inches in diameter and smaller,provide Phenolic PSI with nitrite seal gasket conforming to ANSI A 21 11 mechanical joint gaskets. 3 Welded Joints (Steel Pipe) a. Pnor to starting work,provide certification of qualification for welders employed on project for type of work procedures and positions involved. b Joints AWWA C 206 Full-fillet, single lap-welded slip-type either inside or outside, or double butt-welded type, use automatic or hand welders, completely penetrate deposited metal with base metal, use filler metal compatible with base metal, keep inside of fittings and joints free from globules of weld metal which would restrict flow or become loose. Do not use mitered joints. For interior welded joints, complete backfilling before welding. For extenor field-welded joints, provide adequate working room under and beside pipe. Use exterior welds for 30-inch and smaller 6/2014 02510-9 of 22 385 CITY OF PEARLAND WATER MAINS c Furnish welded joints with trimmed spigots and interior welds for 36- inch and larger pipe. d. Bell-and-spigot,lap-welded slip joints Deflection may be taken at joint by pulling joint up to 3/4 inch as long as 1 1/2 inch minimum lap is maintained. Spigot end may be miter cut to take deflections up to 5 degrees as long as joint tolerances are maintained. Miter end cuts of both ends of butt-welded joints may be used for joint deflections of up to 5 degrees. e. Align piping and equipment so that no part is offset more than 1/8 inch. Set fittings and joints square and true, and preserve alignment dunng welding operation. For butt welded joints, align abutting ends to minimize offset between surfaces. For pipe of same nominal wall thickness, do not exceedi1/16 inch offset. Use line-up clamps for this purpose, however, take care to avoid damage to linings and coatings. f Protect epoxy or cement lining during welding by draping an 18-inch wide stnp of heat resistant material over top half of pipe on each side of lining holdback to avoid damage to lining by hot splatter Protect tape coating similarly if external welding is required. g Welding rods Compatible with metal to be welded to obtain strongest bond, E-7018 Root or"Stringer"pass shall be performed with 6011 rods and Filler and Cap shall be done using 7018 rods. h. Deposit metal in successive layers to provide at least 2 passes or beads for automatic welding and 3 passes or beads for manual welding in completed weld. i. Deposit no more than 1/4 inch of metal on each pass.Thoroughly clean each individual pass with wire brush or hammer to remove dirt,slag or flux. Do not weld under weather condition that would impair strength of weld, such as wet surface, rain or snow,,dust or high winds, unless work is properly protected. k. Make tack weld of same material and by same procedure as completed weld. Otherwise,remove tack welds during welding operation. 1. Remove dirt,scale, and other foreign matter from inside piping before tying in sections,fittings, or valves m. Welded Joints for Large Diameter Water Lines. 6/2014 02510- 10 of 22 386 CITY OF PEARLAND WATER MAINS 1) Furnish pipe with trimmed spigots and interior welds for 36 inch and larger pipe 2) Use extenor welds for 30 inch and smaller 3) Only one end may be miter cut.Miter end cuts of both ends of butt-welded joints may be used for joint,deflections of up to 2 1 degrees. 4) For large diameter water lines,employ an independent certified testing laboratory, approved by Engineer, to perform weld acceptance tests on welded joints. Include cost of such testing and associated work to accommodate testing in contract unit price bid for water line Furnish copies of test reports to Engineer for review Engineer has final decision as to suitability of welds tested. A) Weld acceptance cnteria. i) Cracking. ii) Lack of fusion/penetration. iii) Slag which exceeds one-third (t) where (t) quals material thickness. iv) Porosity/Relevant rounded indications greater than 3/16 inch, rounded indication is one of circular or elliptical shape with length equal to or less than three times its width. v) Relevant linear indications in which length of linear indication exceeds three times its width. vi), Four or more relevant 1/16 inch rounded indications in line separated by 1/16 inch or less edge to edge. n. After pipe is joined and prior to start of welding procedure, make spigot and bell essentially concentnc by jacking, shimming or tacking to obtain clearance tolerance around periphery of joint except for deflected joints o Furnish each welder employed steel stencil for marking welds,so work of each welder can be identified. Mark-pipe with assigned stencil adjacent to weld. When welder leaves job, stencil must be voided and not duplicated.Welder making defective welds must discontinue work and leave project site. Welder may return to project site only after recertification p Provide cylindrical corrosion barriers for epoxy lined steel pipe 24 inch diameter and smaller, unless minimum wall thickness is 0.5 inches or greater 6/2014 02510 111 of 22 387 CITY OF PEARLAND WATER MAINS 1) In additional to welding requirements contained herein Paragraph 3 06, conform to protection fitting manufacturer's installation recommendations. 2) Provide services of technical representative of manufacturer available on site at beginning of pipe laying operations Representative to train welders and advise regarding installation and general construction methods. Welders must have 12 months pnor experience installing protection fittings. 3) All steel pipe is to have cutback 3/4 inch to no greater than 1 inch of internal diameter coating from weld bevel. 4) Furnish steel fittings with cylindrical corrosion barriers with shop welded extensions to end of fittings. Extension length to measure no less than diameter of pipe Shop apply lining in accordance with AWWA C210 or AWWA C213 5) All steel pipe receiving field adjustments are to be cold cut using standard practices and equipment. No cutting using torch is to be allowed. 4 Restrained Joints a. For existing water lines and water lines less than 16 inches in diameter, restrain pipe joints with concrete thrust blocks b Thrust restraint lengths shown on Drawings are minimum anticipated lengths. These lengths are based on deflections indicated for large diameter lines and ductile iron pipe for small diameter lines Adjustments in deflections or use of other pipe material may result in reduction or increase of thrust lengths Perform calculations by pipe manufacturer to verify proposed thrust restraint lengths. Submit calculations for all pipe materials sealed by a registered Professional Engineer in State of Texas for review by Engineer Make adjustments in thrust restraint lengths at no additional cost to City c Passive resistance of soil will not be permitted in calculation of thrust restraint. d. For 16 inch lines and larger use minimum 16 foot length of pipe in and out of Joints made up of beveled pipe where restraint Joint lengths are not identified on Drawings Otherwise, provide restraint Joints for a minimum length of 16 feet on each side of beveled Joints e. Installation. 6/2014 02510- 12 of 22 388 CITY OF PEARLAND WATER MAINS 1) Install restrained joints mechanism in accordance with manufacturer's recommendations. 2) Examine and clean mechanism, remove direct, debns and other foreign material. 3) Apply gasket and joint NSF 61 FDA per manufacturer's specification. 4) Venfy gasket is evenly seated. 5) Do not over stab pipe into mechanism f. Prevent any lateral movement of thrust restraints throughout pressure testing and operation. g. Place 2500 psi concrete conforming to Section 03315 - Concrete for Utility Construction, for blocking at each change in direction of existing water lines, to brace pipe against undisturbed trench walls Finish placement of concrete blocking, made from Type I cement, 4 days pnor to hydrostatic testing of pipeline. Test may be made 2 days after completion of blocking if Type II cement is used. 5 Joint Grout(Steel Pipe) a. Mix cement grout mixture by machine except when less than 1/2 cubic yard is required. When less than 1/2 cubic yard is required,grout may be hand mixed. Mix grout only in quantities for immediate use. Place grout within 20 minutes of mixing. Discard grout that has set. Retempenng of grout by any means is not permitted. b Prepare grout in small batches to prevent stiffening before it is used. Do not use grout which has become so stiff that proper placement cannot be assured without retempering. Use grout for filling grooves of such consistency that it will adhere to ends of pipe. c Surface Preparation. Remove defective concrete, laitance, dirt, oil, grease and other foreign material from concrete surfaces with wire brush or hammer to sound, clean surface. Remove rust and foreign materials from metal surfaces in contact with grout. 6/2014 02510- 13 of 22 389 CITY OF PEARLAND WATER MAINS d. Follow established procedures for hot and cold weather concrete placement. e Complete joint grout operations and backfilling of pipe trenches as closely as practical to pipe laying operations. Allow grouted exterior joints to cure at least 1 hour before compacting backfill. f Grouting exterior joint space Hold wrapper in place on both sides of joint with minimum 5/8-inch-wide steel straps or bands Place no additional bedding or backfill material on either side of pipe until after grout band is filled and grout has mechanically stiffened. Pull ends of wrapper together at top of pipe to form access hole. Pour grout down one side of pipe until it rises on other side Rod or puddle grout to ensure complete filling of joint recess.Agitate for 15 minutes to allow excess water to seep through joint band. When necessary, add more grout to fill joint completely Protect gap at top of joint band from backfill by allowing grout to stiffen or by covering with structurally protective material. Do not remove band from joint. Proceed with placement of additional bedding and backfill material. g. Interior Joints for Pipe 24 inches and Smaller Circumferentially butter bell with grout prior to insertion of spigot,strike off flush surplus grout inside pipe by pulling filled burlap bag or inflated ball through pipe with rope After joint is engaged, finish off joint grout smooth and clean. Use swab approved by Project Manager for 20-inch pipe and smaller h. Protect exposed interior surfaces of steel joint bands by metallizing,by other approved coatings, or by pointing with grout.Joint pointing may be omitted on potable water pipelines if joint bands are protected by zinc metalizing or other approved protective coatings. i. Remove and replace improperly cured or otherwise defective grout. Strike off grout on interior joints and make smooth with inside diameter of pipe. k. When installed in tunnel or encasement pipe and clearance within casing does not permit outside grout to be placed in normal manner, apply approved flexible sealer,such as Flex Protex or equal,to outside joint pnor to joint engagement. Clean and prime surfaces receiving sealer in accordance with manufacturer's recommendations. Apply sufficient quantities of sealer to assure complete protection of steel in 6/2014 02510- 14 of 22 390 CITY OF PEARLAND WATER MAINS joint area. Fill interior of joint with grout in normal manner after joint closure. 1. Interior Joints for Water Lines 30 inches and Larger Clean joint space, wet joint surfaces,fill with stiff grout and trowel smooth and flush with inside surfaces of pipe using steel trowel so that surface is smooth. Accomplish grouting at end of each work day Obtain written acceptance from Project Engineer of inside joints before proceeding with next day's pipe laying operation. During inspection, insure no delamination of joint mortar has occurred by striking joint mortar lining with rubber mallet. Remove and replace delarmnated mortar lining. m. Work which requires heavy equipment to be over water line must be completed before mortar is applied to intenor joints n. Do not apply grout to joints that are out of tolerance until acceptable repairs are made. 6 Large Diameter Water Main Joint Testing. In addition to testing individual joints with feeler gauge approximately 1/2 inch wide and 0 015-inch thick,use other joint testing procedure approved or recommended by pipe manufacturer which will help ensure watertight installation prior to backfilling.Perform tests at no additional cost to City 7 Make curves and bends by deflecting joints or other method as recommended by manufacturer and approved by the Engineer Submit details of other methods of providing curves and bends, which exceed manufacturer's recommended deflection prior to installation. a. Deflection of pipe joints shall not exceed maximum deflection recommended by pipe manufacturer, unless otherwise indicated on Drawings. b If deflection exceeds that specified but is less than 5 percent, repair entire deflected pipe section such that maximum deflection allowed is not exceeded. c. If deflection is equal to or exceeds 5 percent from that specified, remove entire portion of deflected pipe section and install new pipe d. Replace, repair, or reapply coatings and linings as required. e Assessment of deflection may be measured by the Engineer at location along pipe Arithmetical averages of deflection or similar average measurement methods will not be deemed as meeting intent of standard. 6/2014 02510- 15 of 22 391 CITY OF PEARLAND WATER MAINS f. When rubber gasketed pipe is laid on curve, join pipe in straight alignment and then deflect to curved alignment. 8 Closures Sections and Approved Field Modifications to Steel Pipe and Fittings a. Apply welded-wire fabric reinforcement to interior and exterior of exposed interior and exterior surfaces greater than 6 inches in diameter Welded-wire fabric minimum W1, maximum spacing 2 inches by 4 inches, 3/8 inch from surface of steel plate or middle third of lining or coating thickness for mortar thickness less than 3/4 inch. b Fill exposed interior and exterior surfaces with nonshrink grout. c For pipe diameters 36 inches and greater, perform field welds on interior and exterior of pipe. d. For large diameter water lines,provide minimum overlap of 4 inches of butt strap over adjacent piece on butt-strap closures F Cathodic Protection Appurtenances 1 Where identified on Drawings,modify pipe for cathodic protection as detailed on Drawings and specified. Unless otherwise noted, provide insulation kits including test stations at connections to 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 water line,or as shown on Drawings. 2. Bond joints for pipe installed in tunnel or open cut, except where insulating flanges are provided. Weld strap or clip between bell and spigot of each joint or as shown on Drawings. No additional bonding required where joints are welded for thrust restraint.Repair coatings as specified by appropriate AWWA standard,as recommended by manufacturer, and as approved by the Engineer 3 Bonding Strap or Clip Free of foreign material that may increase contact resistance between wire and strap or clip 6/2014 02510- 16 of 22 392 CITY OF PEARLAND WATER MAINS G Anchorage of Fittings 1 Anchor tees, elbows and plugs in water mains with concrete thrust blocks. 2. Place blocks so that joints will be accessible for inspection and repair H. Handling• 1 Place pipe along project site where storm water or other water will not enter or pass through pipe. 2. Load, transport, unload, and otherwise handle pipe and fittings to prevent damage of any kind. Handle and transport pipe with equipment designed, constructed and arranged to prevent damage to pipe,lining and coating.Do not permit bare chains, hooks, metal bars, or narrow skids or cradles to come in contact with coatings. Where required, provide pipe fittings with sufficient interior strutting or cross bracing to prevent deflection under their own weight. 3 Hoist pipe from trench side into trench by means of sling of smooth steel cable, canvas, leather, nylon or similar material. 4 For large diameter water lines, handle pipe only by means of sling of canvas, leather,nylon,or similar material. Sling shall be minimum 36 inches in width. Do not tear or wrinkle tape layers. 5 Use precautions to prevent injury to pipe, protective linings and coatings a. Package stacked pipe on timbers. Place protective pads under banding straps at time of packaging. b Pad fork trucks with carpet or other suitable material.Use nylon straps around pipe for lift when relocating pipe with crane or backhoe. c Do not lift pipe using hooks at each end of pipe. d. Do not place debris, tools, clothing, or other materials on pipe. 6 Repair damage to pipe or protective lining and coating before final acceptance. 7 For cement mortar line and coated steel pipe, permit no visible cracks longer than 6 inches,measured within 15 degrees of line parallel to pipe longitudinal axis of finished pipe, except: a. In surface laitance of centrifugally cast concrete b In sections of pipe with steel reinforcing collars or wrappers. c Within 12 inches of pipe ends 6/2014 02510- 17 of 22 393 CITY OF PEARLAND WATER MAINS 8 Reject pipe with visible cracks (not meeting exceptions) and remove from project site Cleaning. Thoroughly clean and dry interior of pipe and fittings of foreign matter before installation, and keep interior clean until Work has been accepted. Keep joint contact surfaces clean until jointing is completed.Do not place debns,tools,clothing or other matenals in pipe. After pipe laying and joining operations are completed, clean inside of pipe and remove debris J Inspection. Before installation, inspect each pipe and fitting for defects. Reject defective, damaged or unsound pipe and fittings and remove them from site 3.04 WET CONNECTIONS A. Definitions 1 Wet connections consist of isolating sections of pipe to be connected with installed valves,draining the isolated sections,and completing the connections. 2. Connection of 2 inch or smaller lines,which may be referred to on Plans as "2 inch standard connections"or"gooseneck connections"will be measured as 2" wet connections. This item is not to be used as any part of a 2-inch service line. B Materials 1 Corporation stops and saddles shall conform to requirements of Section 02515- Water Tap and Service Line Installation. 2. Valves shall conform to requirements of Section 02541 — Fire Hydrant Assembly 3 Brass fittings shall conform to requirements of AWWA C800 C Execution. 1 Plan wet connections in such manner and at such hours as to least inconvenience public Notify Public Works Department at least 48 hours in advance of making connections. 2. DO NOT OPERATE VALVES ON MAINS IN USE BY OWNER.Owner will handle, at no cost to Contractor, all operations involving opening and closing valves for wet connections 3 Conduct connection operations when Inspector is at job site. Connection work shall progress without interruption until complete, once existing mains have been cut or plugs have been removed for making connections. 6/2014 02510- 18 of 22 394 CITY OF PEARLAND WATER MAINS D 2-Inch Wet Connections 1 Tap water main. Provide and install corporation stops,saddles,as required for line and grade adjustment; and brass fittings necessary to adapt to existing main. Provide one Corporation Stop at main line and one Curb Stop at meter The service line between Curb Stop and Corporation Stop shall be CTS Polyethylene, SDR-9 3.05 CUT,PLUG AND ABANDONMENT OF MAINS A. Matenals. 1 Concrete for thrust blocks Class B conforming to requirements of Section 03305 2. Plugs and clamps shall be suitable for type of pipe to be plugged. B Execution. 1 Do not begin cut,plug and abandonment operations until replacement main has been constructed, disinfected, and tested, and all service lines have been transferred to replacement main. 2. Install plug, clamp, and concrete thrust block and make cut at location shown on Plans 3 Main to be abandoned shall not be valved off and shall not be cut or plugged other than at supply main or as shown on Plans. 4 After main to be abandoned has been cut and plugged,check for other sources feeding abandoned main. If sources are found, notify Engineer immediately Cut and plug abandoned main at point of other feed as directed by Engineer 5 Plug or cap all ends or openings in abandoned main in an acceptable manner approved by Engineer 6. Remove and dispose of all surface identifications such as valve boxes and fire hydrants. Valve boxes in improved streets,other than shell,may be poured full , of concrete after removing cap 7 Backfill all excavations in accordance with Section 02318 —Excavation and Backfill for Utilities. 8 Repair all street surfaces in accordance with Section 02980—Pavement Repair 6/2014 02510- 19 of 22 395 CITY OF PEARLAND WATER MAINS 3.06 HYDROSTATIC TESTING A. Hydrostatically test all new water pipelines for liquids before connecting to water distribution system. B Pipelines shall be tested in lengths between valves, or plugs, of not more than 1,500 feet unless greater length is approved by Engineer C. Conduct hydrostatic tests in presence of Engineer D Preparation. 1 Disinfect water system pipelines prior to hydrostatic testing E. Test Procedures. 1 Furnish,install,and operate connections,pump,meter and gages necessary for hydrostatic testing 2. Allow pipeline to sit minimum of 24 hours from time it is initially disinfected until testing begins, to allow pipe wall or lining material to absorb water Contractor should be aware that periods of up to 7 days may be required for mortar lining to become saturated. 3 Expel all air and apply a minimum test pressure of 125 psi or 150 psi as directed by Engineer 4 Maintain test pressure for 8 hours If a large quantity of water is required to maintain pressure during test,testing shall be discontinued until cause of water loss is identified and corrected. F Allowable Leakage for Water Mains. 1 During hydrostatic tests,no leakage will be allowed for sections of water mains consisting of welded joints. 2. Maximum allowable leakage for water mains with rubber gasketed joints 11 65 gallons per inch nominal diameter per mile of pipe per 24 hours while testing at the required pressure. f G Correction for Failed Tests 1 Repair all joints showing visible leaks on surface regardless of total leakage shown on test. Check all valves and fittings to ensure that no leakage occurs that could affect or invalidate test. Remove any cracked or defective pipes, fittings and valves discovered during pressure test and replace with new items. 2. Repeat test until satisfactory results are obtained. 6/2014 02510-20 of 22 396 CITY OF PEARLAND WATER MAINS 3.07 DISINFECTION A. All waterlines constructed shall be promptly disinfected before any tests are conducted on waterlines and before waterlines are connected to water distribution system. B Water for disinfection and flushing will be furnished without charge to Contractor C Preparation. 1 Furnish all required temporary blind flanges,cast-iron sleeves,plugs,and o her items needed to facilitate disinfection of new mains prior to connecting them to water distribution system. Normally,each valved section of waterline requires two each 3/4-inch taps. A 2-inch minimum blow-off is required for waterlines up to and including 6-inch diameter 2. .Fire hydrants shall be used as blow-offs to flush newly constructed waterlines 8-inch diameter and above. Where fire hydrants are not available on waterlines,locations and designs for blow-offs shall be as indicated on Plans. Install temporary blow-off valves and remove promptly upon successful completion of disinfection and testing. Abandon by turning off corp and using a stainless steel cap 3 Slowly fill each section of pipe with water in a manner approved by Engineer Average water velocity when filling pipeline should be less than 1 fps and shall not, under any circumstance, exceed 2 fps Before beginning disinfection operations, expel all air from pipeline. 4 All excavations made shall be backfilled immediately after installation of risers or blow-offs. 5 Install blow-off valves at end of main to facilitate flushing at all dead-end water mains. Install permanent blow-off valves/auto flusher per drawing Ll D Disinfection.' 1 Use not less than 100 parts of chlorine per million parts of water Introduce chlorinating material to water lines in accordance with AWWA C651 After contact period of not less than 24 hours, flush system with clean water until residual chlorine is no greater than 1 0 parts per million parts of water Open and close valves in lines being sterilized several times during contact period.If super-chlorinated water (i.e. chlorine concentration above 4mg/1) is used for cleaning water main disinfection and flushing,the water must be dechlorinated prior to discharge.The water discharged into the stormsewer system or natural waterway must meet the Clean Water Act (33 USC § 1251 et seq) and any subsequent amendments thereof 2. If a chemical compound is used for a sterilizing agent, it shall be placed in pipes as directed by Engineer 6/2014 02510-21 of 22 397 CITY OF PEARLAND WATER MAINS E. Bacteriological Testing: 1 After disinfection and flushing of waterlines, bactenological tests will be performed by Owner or testing laboratory in accordance with Section 01450— Testing Laboratory Services. If test results indicate need for additional disinfection of waterlines based upon Texas Department of Health and TCEQ requirements,Contractor shall perform additional disinfection operations at no additional cost to the Owner E. Completion. 1 Upon completion of disinfection and testing, remove risers except those approved for use in subsequent hydrostatic testing, and backfill excavation promptly END OF SECTION 6/2014 02510-22 of 22 398 CITY OF PEARLAND ' FIRE HYDRANT ASSEMBLY Section 02514 FIRE HYDRANT ASSEMBLY 1.0 GENERAL 1.01 SECTION INCLUDES A Fire hydrants. B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 02634—Ductile Iron Pipe and Fittings 4 Section 02635—Steel Pipe and Fittings 5 Section 02534—PVC Pipe 6 Section 02510—Water Mains C Referenced Standards 1 National Fire Protection Association (NFPA) 2. American Water Works Association (AWWA) 3 Amencan National Standards Institute (ANSI) 4 National Association of Corrosion Engineers (NACE) 5 Food and Drug Administration (FDA) 6 Steel Structures Painting Council (SSPC) 7 Texas Commission on Environmental Quality (TCEQ) 8 National Sanitation Foundation (NSF) 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of fire hydrants is on a per each basis,complete in place. Payment includes all valves,fittings,bedding,backfill,and thrust blocking required for the installation of the fire hydrant assembly I B If fire hydrant leads are included as a Bid Item, measurement will be on a linear foot basis. Separate payment will be made for open cut and augered leads C Measurement for removing and salvaging of fire hydrants is on a per each basis. Payment includes removing hydrant and valve if available, plugging lead, and removing materials from site or returning salvaged fire hydrants to Owner D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals 06/2014 02514- 1 of 6 399 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY 1 Shop drawing(s)for proposed hydrant: Include model number,parts list, and material specifications, unique drawing number and descriptive legend identifying hydrant. 2. Material safety data sheets for lubricants 3 Affidavit of compliance for coating materials. 4 Certified hydraulic performance test report for proposed hydrant. 2.0 PRODUCTS 2.01 HYDRANT MATERIALS A Hydrants AWWA C502, dry barrel design, tamper resistant; same manufacturer throughout project. 1 0-Ring Seal Packing: Prevent water leakage between barrel and lubrication chamber Provide dynamic seals of Buna "N" or other oil resistant material and static seals of Buna "N" or other approved synthetic rubber 2. Bronze- Hydrant components in waterway to contain not more than 15 percent zinc and not more than 8 percent lead. 3 Acceptable Manufacturer Mueller Super Centunan 250,Amencan Darling B- 84-B, or East Jordan Iron Works WaterMaster 5CD250 B Operating Stems. Everdur, or other high-quality non-corrodible metal where threads are located in barrel or waterway Bronze-to-bronze working parts in waterway; genuine wrought iron or steel where threads are not located in barrel or waterway, bronze bushed at penetration of stuffing box, seal threads against contact with water regardless of open or closed position of main valve Connect operating stems with breakable coupling C Main Valve (shut-off valve) Circular; compression-type, closes with line pressure, minimum opening of 5-1/4 inches in diameter Seal bottom end of stem threads from contact with water with cap nut. D Valve Mechanism. Bronze valve seat ring threaded into bronze drain nng; seat nng and main valve assembly removable from above ground through upper barrel with lightweight seat removal wrench,breakable stem coupling opposite barrel breakaway; bronze or corrosion-resistant pins and locking devices, bronze valve stem sleeve, 0- ring seals and travel stop; sealed lubricating reservoir at top and bottom which fully lubricates threads and bearing surfaces when opening or closing main valve, thrust bearing or lubricated thrust collar for operating assembly Lubricants. Food Grade. Valve Seat: Molded "Natural" rubber; scale durometer rating of 90 ±5, minimum thickness of 1/2 inch. Natural Rubbers Resistant to microbiological attack. E Lower Hydrant Barrel. Single piece coupled to upper barrel to allow 360°rotation of upper barrel. Bury Length. Distance from bottom of inlet to ground line as specified. Ground Line Clearly marked on barrel. Indicate inside diameter and wall thickness (with tolerances)for upper barrel,lower barrel,and bonnet sections. Show dimensions at minimum sections to demonstrate compliance with Paragraph 3.2.6 of AWWA C502. 06/2014 02514-2 of 6 400 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY F Extensions Permit use of one or more standard extensions available from manufacturer in lengths from 6 inches to 60 inches in 6 inch increments. G Provide hydrants with automatic, positively operating, non-corrodible drain or drip valve to drain hydrant completely when main valve is shut. Bronze or corrosion resistant drain line. Tapping of drain holes is not required. H Inlet Connection. Elbow with AWWA Standard bell designed for 6-inch mechanical joint,restrained push-on, or flanged joint and valves.Flanged ends shall comply with ANSI/ASME B16.1, class 125 flanges Joints. ANSI A21 11, AWWA C111 I Operating Nut and Hold-down Nuts. Stainless steel or cast or ductile iron with bronze inserts or, as an alternative, provide security device with bronze operating nut. Any such security devices shall not require special tools for normal off/on operation of hydrant. Fabricate hold-down assemblies of suitable metallic materials for service intended. J Field-Replaceable Nozzles NFPA No 194,ANSI B26-1925,mechanically attached to hydrant body counterclockwise,sealed with 0-rings and mechanically located into place, provide two hose nozzles with 2-1/2 inch nominal inside diameter and one pumper nozzle with 4 492"nominal inside diameter;National Standard Threads,lock in place with security device. K Pumper Nozzle Allow a minimum unobstructed radius of 10 inches from threaded surface of nozzle throughout path of travel of wrench or other device used to fasten hose to nozzle. L Nozzle Caps Security chains to hydrant barrel,minimum 1/8 inch diameter;"Natural" rubber or neoprene gasket seals M Hydrant shoe with 6-inch cast or ductile-iron pipe diameter inlet, flanged, swivel or slip joint with harnessing lugs for restrained joints. Underground flanging shall incorporate minimum of six, full, 3/4-inch stainless steel bolts or four 5/8-inch diameter stainless steel bolts All bolts and nuts shall be stainless steel. N Provide traffic model hydrants equipped with safety flange on hydrant barrel and stem. Equip body of hydrant with breakable flange, or breakable bolts, above finish grade O Lubricants Food grade oil or grease meeting requirements of FDA 21CFR178.3570 and manufactured with FDA approved oxidation inhibitors. P Hydrant Painting: 1 COLOR CODE(BONNETS) Main Size 6" and less Gloss White Code No 225A120 8" Safety Orange Code No 225A122 10" and 12" John Deere Green Code No 225A133 16" and 20" John Deere Yellow Code No 225A138 22" and up Safety Red Code No 225A123 06/2014 02514-3 of 6 401 CITY OF PEARLAND FIRE HYDRANT.ASSEMBLY 2. COLOR CODE Fire Hydrant Barrel Safety Blue Code No 225A120 Fire Hydrant Caps (Same as Bonnet Color) Q Shop coated as follows 1 Exterior Above Traffic Flange (including bolts and nuts) a. Surface Preparation. SSPC-SP10(NACE 2),near white blast cleaned surface. b Fire hydrants shall be power coated with zinc rich primer followed by a polyester powder coating of 10 to 12 mils, shall meet all the requirements of ANSUAWWA C-550 (latest edition) and AAMA 2604 2. Exterior Below Traffic Flange. a. Surface Preparation. SSPC-SP10(NACE 2), near white blast cleaned surface b Fire hydrants shall be power coated with zinc rich pnmer followed by a polyester powder coating of 10 to 12 mils, shall meet all the requirements of ANSI/AWWA C-550 (latest edition) and AAMA 2604 3 Interior Surfaces Above and Below Main Valve a. All materials used for internal coating of hydrant interior ferrous surfaces must conform to ANSI/NSF Standard 61 as suitable for contact with potable water as required by TCEQ, Chapter 290, Subchapter D Rules and Regulations for Public Water Systems b Surface Preparation. SSPC-SP10 (NACE 2), near white blast cleaned surfaces. c Coating. Powder coating in accordance with manufacturer's recommendation. 4 General Coating Requirements a. Coatings Applied in strict accordance with manufacturer's recommendations. No requirements of this specification shall cancel or supersede written directions and recommendations of specific manufacturer so as to jeopardize integrity of applied system. b Hydrant supplier shall furnish an affidavit of compliance that all materials and work furnished complie"s with requirements of this specification and applicable standards referenced herein. 2.02 HYDRANT PERFORMANCE STANDARDS A Hydraulic Performance Standards 1 Provide hydrants capable of a free discharge of 1500 gpm or greater from single pumper nozzle at a hydrant inlet static pressure not exceeding 20 PSIG as measured at or corrected to hydrant inlet at its centerline elevation. 2. Provide hydrants capable of a discharge of 1500 gpm or greater from single pumper nozzle at a maximum permissible head loss of 8 0 psig (when 06/2014 02514-4 of 6 402 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY corrected for inlet and outlet velocity head)for an inlet operating pressure not exceeding 37 psig as measured at or corrected to hydrant inlet at its centerline elevation. B Hydraulic Performance Testing: AWWA C502, conduct certified pressure loss and quantity of flow test by'qualified testing laboratory on production model(5-foot bury length)of hydrant(same catalog number)proposed for certification. Submit certified test report containing following information. 1 Date of test, no more than five years prior to date of proposed use, on fire hydrant with similar hydraulic characteristics 2. Name, catalog number, place of manufacture, and date of production of hydrant(s)tested. 3 Schematic drawing of testing apparatus, containing dimensions of piping elements including. a. Inside diameter and length of inlet piping. b Distance from flow measunng points to pressure measurement point. c Distance from flow and pressure monitoring points to hydrant inlet. d. Distance from pressure momtonng point to nozzles. e. Inside diameter and length of discharge tubing. 4 Elevation of points of measurement, inlet, and reports, or certificates documenting accuracy of measuring devices used in test. 5 Conduct test on at least three separate hydrants of same fabrication design. Inlet water temperature: 70° F±5° F C Provide hydrants equipped with breakable barrel feature and breakable valve stem coupling such that vehicular impact will result in clean and complete break of barrel and valve stem at breakable feature. Provide hydrant shutoff valve which remains closed and tight against leakage upon impact. 2.03 LEADS A Branches(Leads) Conform to requirements of Section 02634—Ductile-Iron Pipe and Fittings, Section 02635 — Steel Pipe and Fittings, Section 02534 — PVC Pipe, and section 02532W-HDPE. 3.0 EXECUTION 3.01 INSTALLATION A Set fire hydrant plumb and brace at locations and grades as shown on Plans. When barrel of hydrant passes through concrete slab, place a piece of standard sidewalk expansion Joint matenal, 3/4 inch thick, around section of barrel passing through concrete. B Locate nozzle centerline minimum 18 inches above finish grade C Place 12-inch x 12-inch yellow indicators (plastic, sheet metal, plywood, or other material approved by Engineer) on pumper nozzles of new or relocated fire hydrants 06/2014 02514-5 of 6 403 CITY OF PEARLAND FIRE HYDRANT ASSEMBLY installed on new mains not in service. Remove indicators after new main is tested and approved by Engineer - D Do not cover drain ports when placing concrete thrust block. E Lubricate hydrants with food grade oil or with grease meeting requirements of FDA 21CFR178.3570 and manufactured with FDA approved oxidation inhibitors. F Accomplish replenishment of lubricant for hydrant working parts without removing hydrant bonnet. Store lubricant system in reservoir Lubricate bearing surfaces and working parts during normal operation of fire hydrant. G All changes in profile from approved plans due to obstructions not shown on plans which require a change in depth of bury of fire hydrant shall be approved in writing by Engineer for design prior to installation of hydrant. Any adjustment required in flow line of water main or to barrel length of fire hydrant shall be incidental to unit price of fire hydrant and no separate payment shall be made for such adjustments H Remove and dispose of or salvage fire hydrants shown on Plans. I Owner may,at any time prior to or during installation of hydrants for a specific project, randomly select a furnished hydrant for disassembly and laboratory inspection, at Owner's expense,to verify compliance with Owner's requirements. If such hydrant is found to be non-compliant, replace at Contractor's expense, all or a portion of furnished hydrants with hydrants that comply with Owner's requirements. J Install leads in accordance with Section 02510—Water Mains. END OF SECTION 06/2014 02514-6 of 6 404 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION Section 02515 WATER TAP AND SERVICE LINE INSTALLATION 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping existing mains and furnishing and installing new service lines,for water B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 02318—Excavation and Backfill for Utilities 3 Section 02520—Valve Boxes, Meter Boxes, and Meter Vaults C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 2737,"Standard Specification for polyethylene(PE)Plastic Tubing" 2. Amencan Water Works Association (AWWA) a. AWWA C800 Standard Underground Service Line Valves and Fittings b AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe,-4"— 12" for Water Distribution D Definitions 1 Short Side Connection - service line connecting proposed curb stop, located inside water meter box, to water main on same side of street. 2. Long Side Connection - service line connecting proposed curb stop, located inside water meter box,to water main on opposite side of street or from center of streets where supply main is located in street center such as boulevards and streets with esplanades 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of 1 inch water taps and service lines is on a per each basis. Separate measurements will be made for "Short Side" and "Long Side" connections. B Measurement for installation of 2 inch water taps and service lines is on a per each basis Separate measurements will be made for "Short Side" and "Long Side" connections. C Payment for installation of water taps and service lines includes locating water main, tap installation and connection to meter, restoring site, excavation, bedding,backfill, compaction, push-under, etc , and all other labor and materials required to complete installation as indicated on Plans. D Refer to Section 01200—Measurement and Payment Procedures. 06/2014 02515- 1 of 6 405 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit manufacturer's product data for approval. 2.0 PRODUCTS 2.01 MATERIALS A Polyethylene Tubing- SDR 9 CTS B Corporation Stops AWWA C800 as modified herein. 1 Inlet End. AWWA standard thread. 2. Valve Body• Tapered plug type,0-ring seat ball type,or rubber seat ball type. 3 Outlet End. Compression type fitting for use with type-K, soft copper as well as CTS C Provide taps for various water main types and sizes in accordance with following schedule PIPE TAPPING SCHEDULE WATER MAIN SERVICE SIZE TYPE AND DIAMETER 1" 2" 4" Cast Iron or Ductile DSS,WBSS DSS, WBSS Iron 4" Asbestos Cement WBSS DSS, WBSS 4" PVC (AWWA DSS,WBSS DSS, WBSS C900) 6" and 8" Cast Iron or DSS,WBSS DSS, WBSS Ductile Iron 6" and 8" Asbestos DSS,WBSS DSS,WBSS Cement 6" and 8" Cast Iron or DSS,WBSS DSS, WBSS Ductile Iron 6" and 8" PVC DSS,WBSS DSS, WBSS (AWWA C900) 12" Cast Iron or Ductile DSS, WBSS DSS, WBSS Iron 12" Asbestos Cement DSS, WBSS DSS, WBSS 12" PVC (AWWA DSS, WBSS DSS, WBSS C900) 16" and Up Cast Iron or DWBSS DWBSS Ductile Iron 06/2014 02515-2 of 6 406 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 16" and Up Asbestos DWBSS DWBSS Cement 16" and Up PVC DWBSS DWBSS (AWWA C900) DSS —Dual Strap Saddles WBSS—Wide Band Strap Saddles DWBSS—Dual Wide Band Strap Saddles *Mueller H-15092, or equal D Dual Strap Saddles Red brass body and straps, ductile-iron, vinyl-coated body and straps, or ductile-iron, vinyl-coated body and stainless-steel straps E Taps for PVC Water Mains. Use dual-strap or single,wide-band strap saddles which provide full support around circumference of pipe and bearing area of sufficient width along axis of pipe, 2 inches minimum, ensuring that pipe will not be distorted when saddle is tightened. Romac Series 101N wide-band,stainless-steel tapping saddle with AWWA standard thread (Mueller thread) or equal. F Taps for Steel Pipe Not allowed, unless specifically approved by Engineer Use saddle only if tap is approved on steel pipe. G Curb Stops and Brass Fittings All Brass fittings shall be lead free conforming to the latest EPA's guideline. AWWA C800 as modified herein. 1 Inlet End. Compression-type fitting. 2. Valve Body• Straight-through or angled,meter-stop design equipped with the following: a. 0-Ring seal straight plug type. b Rubber seat ball type. 3 Outlet End. Female, iron-pipe thread or swivel-nut, meter-spud thread on 1 inch stops and 2-hole flange on 2 inch sizes 4 Fittings Ford or approved equal,use same size open end wrenches and tapping machines as used with respective Ford fittings. 5 Factory Testing of Brass Fittings a. Submerge in water for 10 seconds at 85 psi with stop in both closed and open positions b Reject any fitting that shows air leakage. Owner may confirm tests locally Entire lot from which samples were taken will be rejected when random sampling discloses unsatisfactory fittings. H Angle Stops In accordance with AWWA C800; ground-key, stop type with bronze lock-wing head stop cap, inlet and outlet threads conform to application tables of AWWA C800; and inlets compression connection. 1 Outlet for 1-inch size Meter swivel nut with saddle support. 2. Outlet for 2 inch size 0-ring sealed meter flange, iron pipe threads Fittings In accordance with AWWA C800 and. 1 Castings Smooth, free from buns, scales, blisters, sand holes, and defects which would make them unfit for intended use. 06/2014 02515-3 of 6 407 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 2. Nuts Smooth cast and have symmetncal hexagonal wrench flats. 3 Thread fittings, of all types, shall have N.P T or AWWA threads, and male threaded ends shall be protected in shipment by plastic coating or otherequally satisfactory means. 4 Compression tube fittings shall have Buna-N beveled gasket. 5 Stamp of manufacturer's name or trademark and size on body 3.0 EXECUTION 3.01 GENERAL A Set service taps at right angles to proposed meter location and locate taps in upper pipe segment within 45 degrees of pipe springhne unless otherwise approved by Engineer B For service lines and lateral connections larger than those allowed in this Section,Part 2.01C, branch connections must be used. C All 2-inch and smaller service taps on pressurized water mains Use tapping machine manufactured for pressure tapping purposes. D Install service lines in open-cut trench in accordance with Section 02318—Excavation and Backfill for Utilities except that service lines under all paved roadways, other paved areas and areas indicated on Plans shall be installed in bored hole as specified in this Section. E Unless otherwise approved by Engineer,lay service lines with minimum of 30 inches of cover as measured from top of curb or, in absence of curbs, from centerline elevation of crowned streets or roads Provide minimum of 18 inches of cover below flow line of all ditches to service lines, unless otherwise approved by Engineer F Service lines across existing street(push-unders) Pull service line through prepared hole under paving. Only full lengths of tubing will be used. Take care not to damage tubing when pulling it through hole. A compression-type union is only permitted if Contractor cannot span underneath pavement with a full length of tubing. Contractor is allowed one compression-type union for each full length of tubing,provided it is not under the pavement. G Maintain service lines free of dirt, coupons and foreign matter at all times H Install service lines per City of Pearland. Standard Details I Locate water meters in accordance with City of Pearland Standard Details. Contact Engineer when'major landscaping or trees conflict with service line and meter box location. No additional payment will be made for work on customer side of meter J Joints 1 Minimum joint spacing for 1 inch tubing shall be in multiples of 60 feet and for 2 inch tubing shall be in multiples of 40 feet. 06/2014 02515-4 of 6 408 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 2.' Cut tubing squarely by using an approved cutting tool and avoiding excessive pressure on the cutting wheels which might bend or flatten pipe walls. 3 For compression fittings,cut tubing squarely prior to insertion into the fitting. Final assembly shall be in accordance with manufacturer's recommended procedure. K Bends 1 Gradual changes in direction may be made by bending PE pipe The bending radius should not be less than the coil radius when bending with the coil. 3.02 CURB STOP INSTALLATION A Set curb stops or angle stops at outer end of service line inside of meter box. Secure opening in curb stop to prevent unwanted material from entering. In close quarters, make an "S" curve in the field. No flattening of tube In all 1-inch services, install meter coupling,swivel-nut,or curb stop ahead of meter Install straight meter coupling on outlet end of meter 3.03 SEQUENCE OF OPERATIONS A Open trench for proposed service line in accordance with Section 02318—Excavation and Backfill for Utilities B Install curb stop on meter end of service line C With curb stop open and prior to connecting service line to meter in slack position, open corporation stop and flush service line thoroughly Close curb top, leaving corporation stop in full-open position. D Check service line for apparent leaks Repair any leaks before proceeding. E Call Project Representative to schedule inspection prior to backfilling. After inspection, backfill in accordance with Section 02318—Excavation and Backfill for Utilities F Install meter box centered over meter with top of lid 3-inches above finished grade for grasses or landscaped areas,and flush with finished grade for paved areas Meter box. Refer to Section 02520—Valve Boxes,Meter Boxes, and Meter Vaults. END OF SECTION 06/2014 02515-5 of 6 409 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS Section 02520 VALVE BOXES,METER BOXES,AND METER VAULTS 1.0 GENERAL 1.01 SECTION INCLUDES A Valve boxes for water service. B Meter boxes for water service. C Meter vaults for water service D References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3, Section 03300—Cast-in-Place Concrete 4 Section 02542—Concrete Manholes and Accessories 5 Section 02318—Excavation and Backfill for Utilities 6 Section 01140—Contractor's Use of Premises 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for valve boxes under this Section. Include cost in Bid Items for which this Work is a component. B No separate payment will be made for installation of meter boxes furnished by the Owner under this Section. Include cost of installation of meter boxes in Bid Items for which the Work is a component. C Measurement for installation of meter vaults is on a per each basis for each meter vault type and size,complete in place Payment includes all labor and materials required to complete installation as indicated on Plans D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit manufacturer's product data for following items for approval. 1 Each type of valve box and lid. 2. Each type of meter box and cover 3 Each type of meter vault frame and cover 06/2014 02520- 1 of 4 410 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS C Submit Shop Drawings for cast-in-place meter vaults for approval if proposed construction varies from Plans. D Submit manufacturer's certification that meter boxes purchased for Work meet the requirements of this Section. 2.0 PRODUCTS 2.01 VALVE BOXES A Provide adjustable, cast-iron, screw-type, valve boxes as manufactured by Bass and Hays Foundry,Inc ,or approved equal. Design of valve box shall minimize stresses on valve imposed by loads on box lid. B Cast the word"WATER"into lid, 1/2 inch in height and raised 3/32 inch, for valves serving potable water lines. C Provide 6-inch PVC, Class 150, DR 18,riser pipes. D Concrete for valve box placement: 1 For locations in new concrete pavement, use strength and mix design of new pavement. 2 For other locations, use class "A" concrete, with minimum compressive strength of 3000 psi, conforming to requirements of Section 03300—Cast-in- Place Concrete. 2.02 METER BOXES A Refer to City of Pearland Standard Details or contact the Public Works Department for list of acceptable products 2.03 METER VAULTS A Meter vaults may be constructed of precast concrete, cast-in-place concrete, or solid masonry unless a specific type of construction is required by Plans. B Concrete for meter vaults Class A concrete, conforming to requirements of Section 03300—Cast-in-Place Concrete,with minimum compressive strength of 4000 psi at 28 days C Vaults for meters 3" and greater shall be procured through the City's utility billing department. 3.0 EXECUTION 3.01 EXAMINATION 06/2014 02520-2 of 4 411 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS A Obtain approval from the City Engineer or designee for location of meter vault. , B Verify lines and grades are correct. C Verify compacted subgrade will support loads imposed by vaults. 3.02 VALVE BOXES A Provide riser pipe with suitable length for depth of cover indicated on Plans or to accommodate actual finish grade. B Install adjustable valve box and riser piping plumbed in a vertical position. Provide 6 inches telescoping freeboard space between riser pipe top butt end,and interior contact flange of valve box,for vertical movement damping. Riser may rest on valve flange, or provide suitable footpiece to support riser pipe. C Paint covers of new valve boxes as directed by the Owner 3.03 METER BOXES 'A Install plastic boxes in accordance with manufacturer's instructions. B Construct concrete meter boxes to dimensions shown on Plans. C Adjust top of meter boxes to conform to cover elevations specified in this Section, 3 05 "Frame and Cover for Meter Vaults" D Do not locate under paved areas unless approved by Engineer Use approved traffic- type box with cast iron lid when meter must be located in paved areas. 3.04 METER VAULTS A Construct concrete meter vaults to dimensions and requirements shown on Plans Do not cast in presence of water Make bottom as uniform as practicable. B Precast Meter Vaults 1 Install precast vaults in accordance with manufacturer's recommendations. Set level on a minimum 3 inch thick bed of sand conforming to the requirements of Section 02318—Excavation and Backfill for Utilities. 2. Seal lifting holes cement-sand mortar or non-shrink grout. C Meter Vault Floor Slab 1 Construct floor slabs of 6-inch-thick reinforced concrete. Slope floor 1/4 inch per foot toward sump Make sump 12 inches in diameter,or 12 inches square, and 4 inches deep, unless other dimensions are required by Plans Install dowels at maximum of 18 inches,center-to-center,or install mortar trench for keying walls to floor slab 2. Precast floor slab elements may be used for precast vault construction. 06/2014 02520-3 of 4 412 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS 3.05 FRAME AND COVER FOR METER VAULTS A Diamond Plate Aluminum as follows 1 In unpaved areas,set top of meter box or meter vault cover 2 to 3 inches above natural grade. 2. In sidewalk areas,set top of meter box or meter vault cover 1/2 to 1 inch above adjacent concrete. 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 Backfill and compact in accordance with Section 02318—Excavation and Backfill for Utilities. C In unpaved areas, slope backfill around meter boxes and vaults to provide a uniform slope 1 to 5 from top to natural grade. D Meter boxes are not allowed in sidewalk. END OF SECTION r 06/2014 02520-4 of 4 413 CITY OF PEARLAND PVC PIPE Section 02534 PVC PIPE 1.0 GENERAL 1.01 SECTION INCLUDES A. Polyvinyl chloride pressure pipe for water distribution in nominal diameters 4 inches through 16 inches B Polyvinyl chloride sewer pipe for gravity sanitary sewers in nominal diameters 4 inches through 48 inches. C Polyvinyl chloride pressure pipe for gravity sanitary sewers and force mains in nominal diameters 4 inches through 36 inches D References to Technical Specifications 1 Section 01350—Submittals 2 Section 02634—Ductile Iron Pipe and Fittings 3 Section 02533 —Sanitary Sewage Force Mains 4 Section 02512—Polyethylene Wrap 5 Section 02510—Water Mains 6 Section 02530—Gravity Sanitary Sewers 7 Section 02731 —Sanitary Sewage Force Mains 8 Section 02630—Storm Sewers 9 Section 02318—Excavation and Backfill for Utilities E Referenced Standards 1 American Water Works Association(AWWA) a. AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe, 4"— 12" for Water Distribution. b AWWA C905 Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameters, 14in. Through 36 in. c AWWA C110 Ductile-Iron and Gray Iron Fittings for Water 2 American Society for Testing and Materials (ASTM) a. ASTM D 1784,"Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b ASTM F 477,"Standard Specification for Elastomeric Seals(Gaskets) for Joining Plastic Pipe" 05/2013 02534- 1 of 7 414 CITY OF PEARLAND PVC PIPE c. ASTM D 3139,"Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomenc Seals" d. ASTM D 3034, "Standard Specification for Type PSM Poly Vinyl Chloride(PVC) Sewer Pipe and Fittings" e. ASTM F 949,"Standard Specification for Poly Vinyl Chloride(PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings" f. ASTM D 794,"Standard Specification for Poly Vinyl Chloride(PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter" g. ASTM F 679,"Standard Specification for Poly Vinyl Chloride(PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings" h. ASTM D 2241,"Standard Specification for Poly Vinyl Chloride(PVC) Pressure-Rated Pipe (SDR Series)" i. ASTM D 3212,"Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" j ASTM D 2444, "Standard Test Method for Determination for the Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight)" k. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 1. ASTM D 2321, "Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications" 3 American National Standards Institute (ANSI) a. ANSI A21 10 Cast Iron and Ductile Iron Fittings, 2 thru 48 in./Water b ANSI A21 11 Rubber Gasket Joints Cast and Ductile Iron Press Pipe. 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item,no separate payment will be made for PVC pipe under this Section. Include cost in Bid Items for Water Mains,Gravity Sanitary Sewer,and Sanitary Sewage Force Mains. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit Shop Drawings showing design of new pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fittings, flanges, and special details. 05/2013 02534-2 of 7 415 CITY OF PEARLAND PVC PIPE 1.04 QUALITY CONTROL A. Submit manufacturer's certifications that PVC pipe and fittings meet requirements of this Section and AWWA C900 or AWWA C905 for pressure pipe applications,or the appropriate ASTM standard specified for gravity sewer pipe B Submit manufacturer's certification that PVC pressure pipe has been hydrostatically tested at the factory in accordance with AWWA C900 or AWWA C905 and this Section. C When foreign manufactured material is proposed for use, have material tested for conformance to applicable ASTM requirements by certified independent testing laboratory located in United States. Certification from any other source is not acceptable Furnish copies of test reports to the Engineer for review Cost of testing shall be borne by Contractor or Supplier 2.0 PRODUCTS 2.01 MATERIAL A. Use PVC compounds in the manufacture of pipe that contain no ingredient in an amount that has been demonstrated to migrate into water in quantities considered to be toxic B Furnish PVC pressure pipe manufactured from Class 12454-A or Class 12454-B virgin PVC compounds as defined in ASTM D 1784 Use compounds qualifying for a rating of 4000 psi for water at 73 4 degrees F per requirements of PPI TR3 Provide pipe which is homogeneous throughout,free of voids,cracks,inclusions,and other defects, uniform as commercially practical incolor, density, and other physical properties. Deliver pipe with surfaces free from nicks and scratches with joining surfaces of spigots and joints free from gouges and imperfections which could cause leakage C For PVC pressure pipe used for water mains,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. D Gaslets 1 Gaskets shall meet the requirements of ASTM F 477 Use elastomeric factory- installe(d gaskets to make joints flexible and watertight. 2 Pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer, shall have the following gasket materials for the noted contaminants. 05/2013 02534-3 of 7 416 CITY OF PEARLAND PVC PIPE CONTAMINANT GASKET MATERIAL REQUIRED Petroleum(diesel, gasoline) Nitrile Rubber Other contaminants As recommended by the pipe manufacturer E. Lubricant for rubber-gasketed joints Water soluble,non-toxic, non-objectionable in taste and odor imparted to fluid, non-supporting of bacteria growth, having no deteriorating effect on PVC or rubber gaskets. 2.02 WATER SERVICE PIPE A. Pipe 4-inch through 12-inch. AWWAC900, Class 150, DR 18, nominal 20-foot lengths, cast iron equivalent outside diameters. B Pipe 16-inch. AWWA C905, Class 235, DR 18, nominal 20 foot lengths, cast iron equivalent outside diameter C Joints ASTM D 3139; push-on type joints in integral bell or separate sleeve couplings. Do not use socket type or solvent weld type joints. D Make curves and bends by deflecting the joints. Do not exceed maximum deflection recommended by the pipe manufacturer Submit details of other methods of providing curves and bends for review by the Engineer E Hydrostatic Test: AWWA C900, AWWA C905, ANSI A21 10 (AWWA C110), at point of manufacture; submit manufacturer's written certification. 2.03 BENDS AND FITTINGS FOR PVC PRESSURE PIPE A. Bends and Fittings ANSI A21 10, ductile iron, ANSI A21 11 single rubber gasket push-on type joint; minimum 150 psi pressure rating. B Coatings and Linings Conform to requirements of Section 02634—Ductile Iron Pipe and Fittings. 2.04 GRAVITY SANITARY SEWER PIPE A. PVC gravity sanitary sewer pipe shall be in accordance with the provisions in the following table 05/2013 02534-4 of 7 417 CITY OF PEARLAND PVC PIPE WALL PRODUCT ASTM SDR(MAX.)/ DIAMETER TYPE MANUFACTURER OPTIONS DESIGNATION STIFFNESS(MIN.) SIZE RANGE Solid J-M Pipe Approved D3034 SDR 26/PS 115 6"to 15" CertainTeed Approved F679 SDR 26/PS 115 18"to 48" Can-Tex Approved AWWA C900 DR 18/N/A*** 4"to 12" Carlon — Diamond Approved AWWA C905 DR 18/N/A*** 14"to 36" Profile* Contech A-2000** Only when F949 N/A/50 psi 12"to 36" included in the ETI Ultra-Rib Bid Schedule F794 N/A/46 psi 12" to 48" Lamson Vylon F794 N/A/46 psi 21"to 48" * Allowed to be used where there are no service taps. ** Allowed to be used to maximum depth of 10' only ***For water-seer separation requirements unless specifically noted in Bid Schedule. B When solid wall PVC pipe 18 inches to 27 inches in diameter is required in SDR 26, provide pipe conforming to ASTM F679,except provide wall thickness as required for SDR 26 and pipe strength of 115 psi. C For sewers up to 12-inch-diameter crossing over waterlines, or crossing under waterlines with less than 2 feet separation,provide minimum 150 psi pressure-rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings. D Joints Spigot and integral wall section bell with solid cross section elastometric or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477 E ASTM D 3139 and ASTM F 477 shall be provided. Gaskets shall be factory- assembled and securely bonded in place to prevent displacement. The manufacturer shall test a sample from each batch conforming to requirements ASTM D 2444 F Fittings Provide PVC gravity sewer sanitary bends, tee, or wye fittings for new sanitary sewer construction. PVC pipe fittings shall be full-bodied, either injection molded or factory fabricated. Saddle-type tee or wye fittings are not acceptable. 2.05 SANITARY SEWER FORCE MAIN PIPE A. Provide PVC pressure pipe conforming to the requirements for water service pipe,and conforming to the minimum working pressure rating specified in Section 02533 — Sanitary Sewage Force Mains. B Acceptable pipe joints are integral bell-and-spigot,containing a bonded-in elastomenc sealing ring meeting the requirements of ASTM F 477 In designated areas requiring restrained joint pipe and fittings, use EBAA Iron Series 2000PV, Uniflange Series 1350 restrainer,or equal joint restraint device conforming to UNI-B-13,for PVC pipe 12-inch diameter and less. 05/2013 02534-5 of 7 418 CITY OF PEARLAND / PVC PIPE C Fittings Provide ductile iron fittings as per this Section,2.03 "Bends and Fittings for PVC Pressure Pipe", except furnish all fittings with one of the following internal linings 1 Nominal 40 mils (35 mils minimum) virgin polyethylene complying with ASTM D 1248,heat fused to the interior surface of the fitting,as manufactured by American Cast Iron Pipe "Polybond", or U S Pipe "Polylme" 2 Nominal 40 mils(35 mils minimum)polyurethane, Corro-pipe II by Madison Chemicals, Inc 3 Nominal 40 mils(35 mils minimum)ceramic epoxy,Protecto 401 by Enduron Protective Coatings D Exterior Protection. Provide polyethylene wrapping of ductile iron fittings as required by Section 02512—Polyethylene Wrap E. Hydrostatic Tests. Hydrostatically test pressure rated pipe in accordance with this ' Section, 2 02E F Manufacturers Approved manufacturers of pressure rated, solid wall PVC pipe for sanitary sewer force mains are 1 J&M Manufacturing Company, Inc 2 CertainTeed Corporation 3 Diamond Plastics Corporation 4 Carlon Company 5 North American Pipe Corporation(NAPCO) 3.0 EXECUTION r 3 01 PROTECTION A. Store pipe under cover out of direct sunlight and protect from excessive heat or harmful chemicals in accordance with the manufacturer's recommendations. 3.02 INSTALLATION A. Conform to requirements of Section 02510—Water Mains, Section 02530—Gravity Sanitary Sewers, Section 02731—Sanitary Sewage Force Mains,and Section 02630— Storm Sewers. B Install PVC pipe in accordance with Section 02318 — Excavation and Backfill for Utilities,ASTM D 2321, and manufacturer's recommendations. 05/2013 02534-6 of 7 419 CITY OF PEARLAND PVC PIPE C Water service pipe 12 inches in diameter and smaller Installed to clear utility lines and have minimum 4 feet of cover below lowest property line grade of street,unless otherwise required by Plans. D For water service,exclude use of PVC within 200 feet(along the public right-of-way) of underground storage tanks or in undeveloped commercial acreage. Underground storage tanks are primarily located on service stations but can exist at other commercial establishments E Avoid imposing strains that will overstress or buckle the pipe when lowenng pipe into trench. F Hand shovel pipe bedding under the pipe haunches and along the sides of the pipe barrel and compact to eliminate voids and ensure side support. END OF SECTION 05/2013 02534-7 of 7, 420 CITY OF PEARLAND TAPPING SLEEVES & VALVES Section 02540 TAPPING SLEEVES & VALVES 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping sleeves and valves for connections to existing water system. B References to Technical Specifications 1 Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3 Section 02541 —Water&Wastewater Line Valves 4 Section 02520—Valve Boxes, Meter Boxes, &Meter Vaults 5 Section 02512—Polyethylene Wrap 6 Section 02318 —Excavation&Backfill for Utilities C Referenced Standards 1 American Water Works Association (AWWA) a. AWWA C500 Gate Valves, 3 Through 48 in. NPS, for Water and Sewage Systems b AWWA C110 Ductile-Iron and Gray Iron Fittings for Water c AWWA C207 Steel Pipe Flanges for Waterworks Service—Sizes 4 In. Through 144 In. 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of tapping sleeves and valves is on a per each basis Payment includes all labor and materials required for installation as indicated on Plans. B Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 1.04 QUALITY CONTROL A Provide manufacturer's affidavit that all valves purchased for tapping of existing waterlines conform to. Section 02541 — Water & Wastewater Line Valves and to applicable requirements of AWWA C500 and that they have been satisfactorily tested in accordance with AWWA C500 02/2008 02540- 1 of 3 421 CITY OF PEARLAND TAPPING SLEEVES & VALVES 2.0 PRODUCTS 2.01 MATERIALS A Tapping in Sleeves 1 Tapping Sleeve Bodies. Stainless steel, in two sections to be bolted together with high-strength,corrosion-resistant,low-alloy,steel bolts,mechanical joint ends a. 12 inch and smaller stainless steel, JCM 432, Romac, or approved equal. b 16 inch and larger epoxy coated ductile iron,JCM,or approved equal. 2 Branch Outlet of Tapping Sleeve Flanged, machined recess,AWWA C207, Class D,ANSI 150 lb drilling. Gasket: Affixed around recess of tap opening to preclude rolling or binding during installation. 3 Where fire service from 6-inch main is approved, use cast iron split sleeve. B Tapping Valves Meet all requirements of Section 02541—Water&Wastewater Line Valves with following exceptions 1 Inlet Flanges a. AWWA C110; Class 125 b AWWA C 110; Class 150 and higher Minimum eight hole flange. 2. Outlet: Standard mechanical or push-on joint; to fit any standard tapping machine. 3 Valve Seat Opening: Accommodate full-size shell cutter for nominal size tap without any contact with valve body; double disc 4 Open Left operation only C Valve Boxes Furnish and install according to Section 02520—Valve Boxes, Meter Boxes, &Meter Vaults 3.0 EXECUTION 3.01 GENERAL A Install tapping sleeves and valves at locations and of sizes as shown on Drawings B Thoroughly clean tapping sleeve, tapping valve and pipe prior to installation and in accordance with manufacturer's instructions. C Hydrostatically test installed tapping sleeve to 150 psig for a minimum of 15 minutes. Inspect sleeve for leaks, and remedy leaks prior to tapping operation. D When tapping concrete pressure pipe, size on size, use shell cutter one standard size smaller than waterline being tapped. E Do not use Large End Bell(LEB)increasers with a next size tap unless existing pipe is asbestos-cement. 02/2008 02540-2 of 3 422 CITY OF PEARLAND TAPPING SLEEVES &VALVES 3.02 INSTALLATION A Tighten bolts in proper sequence so that undue stress is not placed on pipe B Align tapping valve properly and attach it to tapping sleeve. C Make tap with sharp, shell cutter• 1 For 12-inch and smaller tap, use minimum cutter diameter one-half inch less than nominal tap size 2. For 16-inch and larger tap, use manufacturer's recommended cutter diameter D Withdraw coupon and flush all cuttings from newly-made tap E Wrap completed tapping sleeve and valve in accordance with Section 02512 — Polyethylene Wrap F Place concrete thrust block behind tapping sleeve (NOT over tapping sleeve and valve) G Block under valve using concrete blocks H Request inspection of installation pnor to backfilling. I Backfill in accordance with Section 02318 —Excavation &Backfill for Utilities. END OF SECTION 02/2008 02540-3 of 3 423 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES Section 02541 WATER AND WASTEWATER LINE VALVES 1.0 GENERAL 1.01 SECTION INCLUDES A Gate valves, Plug Valves, Butterfly Valves, Air Release and Pressure Reducing Valves. B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350 - Submittal Procedures 3 Section 02520—Valve Boxes, Meter Boxes, and Meter Vaults 4 Section 02542—Concrete Manholes 5 Section 02318 —Excavation and Backfill for Utilities 6 Section 02510—Water Mains C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM A 307, "Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength" b ASTM B 763, "Standard Specification for Copper Alloy Sand Casting for Valve Applications" c. ASTM B 62, "Standard Specification for Composition Bronze or Ounce Metal Castings" d. ASTM D 429,"Standard Test Methods for Rubber Property-Adhesion to Rigid Substrates" e. ASTM A 126, "Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings" f ASTM A 48, "Standard Specification for Gray Iron Castings" g. ASTM A 240,"Standard Specification for Chromium and Chromium- Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications" h. ASTM A 276, "Standard Specification for Stainless Steel Bars and Shapes" i. ASTM B 584,"Standard Specification for Copper Alloy Sand Castings for General Applications" ASTM A 313,"Standard Specification for Stainless Steel Spring Wire" 2. American Water Works Association (AWWA) a. AWWA C500 Gate Valves, 3 Through 48 in. NPS, for Water and Sewage Systems. b AWWA C509 or AWWA C515 Resilient-seated Gate Valves, 3 through 12 NPS, for Water and Sewage Systems c AWWA C550 Protective Epoxy Interior Coatings for Valves and Hydrants d. AWWA C504 Rubber-Sealed Butterfly Valves 04/2009 02541 - 1 of 8 424 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 3 American National Standards Institute (ANSI) 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for valves under this Section. Include cost in Bid Items for water mains. B Refer to Section 01200—Measurement and Payment Procedures. C Stipulated Price(Lump Sum) If the Contract is a Stipulated Price Contract,payment for work in this Section is included in the total Stipulated Pnce 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit manufacturer's product data for proposed valves for approval. 1.04 QUALITY CONTROL A Submit manufacturer's affidavit that gate valves are manufactured in the United States and conform to stated requirements of AWWA C500, AWWA C509 and AWWA C515 and this Section,and that they have been satisfactorily tested in the United States in accordance with AWWA C500, AWWA C509 and AWWA C515 2.0 PRODUCTS 2.01 GATE VALVES A Gate Valves AWWA C500, AWWA C509 or C515 and additional requirements of this Section.Direct bury valves and those in subsurface vaults,aboveground and plant valves open counterclockwise. B If type of valve is not indicated on Plans, use gate valves as line valves for sizes less than 16-inches. If type of valve is indicated, no substitute is allowed. C Gate Valves 1-1/2 Inches in Diameter and Smaller 125 psig; bronze, rising-stem, single-wedge, disc type, screwed ends, such as Crane No 428, or approved equal. D Coatings for Gate Valves 2 Inches and Larger AWWA C550; Indurall 3300 or approved equal, non-toxic,imparts no taste to water,functions as physical,chemical, and electrical barrier between base metal and surroundings, minimum 8-mil-thick, fusion-bonded epoxy Prior to assembly of valve, apply protective coating to intenor and exterior surfaces of body E Gate Valves 2 Inches in Diameter Iron body,double gate,non-nsing stem, 150-pound test, 2 inch square nut operating clockwise to open. 04/2009 02541 -2 of 8 425 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES F Gate Valves 4 Inches to 12 Inches in Diameter Non-directional, resilient seated (AWWA C509 or AWWA C515) or parallel seat double disc (AWWA C500), 200 psig, bronze mounting, push-on bell ends with rubber joint rings, and nut-operated unless otherwise specified. Provide resilient seated valves manufactured by American Darling AFC-500, US Pipe Metroseal 200, or approved equal. Provide double disc valves manufactured by American Darling 52, Clow F-6102, or approved equal. Comply with following requirements 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. Body• Cast or ductile iron, flange bonnet and stuffing box together with ASTM A 307 Grade B bolts.Manufacturer's initials,pressure rating,and year manufactured shall be cast in body 3 Bronze Valve components in waterway to contain not more than 15 percent zinc and not more than 2 percent aluminum. 4 Stems ASTM B 763 bronze, alloy number 995 minimum yield strength of 40,000 psi, minimum elongation in 2 inches of 12 percent, non-rising. 5 0-nngs AWWA C509, sections 2.2.6 and 4 8.2. 6 Stem Seals Consist of three 0-rings, two above and one below thrust collar with anti-friction washer located above thrust collar 7 Stem Nut: Independent or integrally cast of ASTM B 62 bronze 8 Resilient Wedge Molded,synthetic rubber,vulcanized and bonded to cast or ductile iron wedge or attached with 304 stainless steel screws tested to meet or exceed ASTM D 429, Method B, seat against epoxy-coated surface in valve body 9 Bolts AWWA C509 Section 4 4, stainless steel, cadmium plated, or zinc coated. G Gate Valves 16 Inches to 24 Inches in Diameter AWWA C500 by Mueller;push-on bell ends with rubber rings and nut-operated unless otherwise specified, double disc, 150 psi, and comply with the following: 1 Body• Cast or ductile iron, flange together bonnet and stuffing box with ASTM A 307 Grade B bolts Manufacturer's initials,pressure rating,and year manufactured shall be cast in body Equip with rollers, tracks, and scrapers. 2 Stems Machined from ASTM B 62 bronze rod with integral forged thrust collar machined to size, non-nsing. 3 Stem Seals Consist of one 0-ring above and one 0-ring below thrust collar with anti-fnction washer located above thrust collar for operating torque 4 Stem Nut: Independent or integrally cast of ASTM B 62 bronze. 5 Discs Cast iron with bronze disc rings securely peened into machined dovetailed grooves 6 Wedging Device Solid bronze or cast-iron, bronze-mounted wedges Thin plates or shapes integrally cast into cast-iron surfaces are acceptable. Other moving surfaces integral to wedging action shall be bronze monel or nickel alloy-to-iron. 04/2009 02541 -3 of 8 426 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 7 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. 8 Gear Cases Cast iron,furnished on 18-inch and larger valves and of extended type with steel side plates, lubricated, gear case enclosed with oil seal or 0- nngs at shaft openings 9 Stuffing Boxes Located on top of bonnet and outside gear case. , H Gate Valves 20 Inches and Larger Furnish and equip with bypass valves 1 Sizes Provide 3-inch bypass valves for 16-inch through 20 inch gate valves. Provide 4-inch bypass valves for 24-inch gate valves I Valves 4 Inches through 12 Inches for Installation in Vertical Pipe Lines 1 Double disc, square bottom. J Valves 14 Inches and Larger for Installation in Horizontal Pipe Lines 1 Equipped with bronze shoes and slides K Gate Valves Installed at Greater than 4 foot Depth. 1 Provide non-rising, extension stem having coupling sufficient to attach securely to operating nut of valve. Upper end of extension stem shall terminate in square wrench nut no deeper than 4 feet from finished grade. L Gate Valves in Factory Mutual (Fire Service)Type Meter Installations 1 Conform to provisions of this specification, outside screw and yoke valves, carry label of Underwriters'Laboratories,Inc.,flanged,Class 125,clockwise to close M Provide flanged joints when valve is connected to steel or PCCP 2.02 BUTTERFLY VALVES AND ACTUATORS A Butterfly Valves and Actuators Conform to AWWA C504, except as modified or supplemented herein. Provide valves manufactured by Keystone International, American-Darling, or approved equal. B If type of valve is not indicated on Plans, butterfly valves shall be used for line valve sizes 16 inch and larger If type of valve is specified, no substitute will be allowed. C Butterfly valves shall be short-body,flanged design and installed at locations as shown on Plans. D Direct-bury valves,valves in subsurface vaults Above-ground and plant valves shall open counterclockwise. E Provide flanged joints when valve is connected to steel or PCCP F Butterfly Valves and Actuators (Additional Requirements for Large-Diameter Water Mains) Valves larger than 72 inches in diameter shall have all components designed 04/2009 02541 -4 of 8 427 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES so that the allowable stresses at rated pressure shall not exceed one-third of the yield strength or one-fifth of the ultimate strength of the material used. Provide valves manufactured by Keystone International, American-Darling, or equal. 2.03 BUTTERFLY VALVE CONSTRUCTION A Valves AWWA C504, Class 150B Body Cast iron, ASTM A 126, Class B Flanges ANSI B 16 1, Class 125 lb B Discs for Butterfly Valves Either cast iron or ductile iron. C Seats Buna-N or neoprene, and may be applied to disc or body Seats shall be mechanically secured and may not rely solely on adhesive properties of epoxy or similar bonding agent to attach seat to body Seats on disc shall be mechanically retained by stainless steel(18-8)retaining nng held in place by stainless steel(18-8) cap screws that pass through rubber seat for added retention. When seat is on disc, seat shall be retained in position by shoulders located on both disc and stainless-steel retaining ring. Mating surfaces for seats Type 304 or 316,stainless steel and secured to disc by mechanical means Sprayed-on or,plated mating surfaces will not be allowed. D Coat interior wetted ferrous surfaces of valve,including disc, with epoxy suitable for potable-water conditions. Epoxy, surface preparation, and epoxy application. In accordance with AWWA C550 and coating manufacturer's recommendations. Provide two coats of two-component, high-build epoxy with minimum dry thickness of 10 mils. Epoxy coating: Indurall 3300 or approved equal. Coatings shall be holiday tested and measured for thickness E Valve shaft and keys,dowel pins, or taper pins used for attaching valve shaft to valve disc. Type-304 or 316 stainless steel. Shaft Bearings Stainless steel,bronze,nylon, or Teflon (supported by fiberglass mat or backing material with proven record of preventing Teflon flow under load) in accordance with AWWA C504 F Packing: Field-adjustable, split-V type, and replaceable without removing operator assembly G Retaining Hardware for Seats. Type 304 or 316 stainless steel. Nuts and screws used with clamps and discs for rubber seats shall be held securely with locktight, or other approved method, to prevent loosening by vibration or cavitational effects. H Valve disc shall seat in position at 90 degrees to the pipe axis and shall rotate 90 degrees between full-open and tight-closed position. Install valves with valve shafts honzontal and convex side of disc facing anticipated direction of flow, except where shown otherwise on Plans. 2.04 BUTTERFLY VALVE ACTUATOR CONSTRUCTION A Provide actuators for valves with size based on line velocity of 16 feet per second, and,unless otherwise shown on Plans, equip with geared manual actuators. Provide 04/2009 02541 -5 of 8 428 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES fully enclosed and traveling-nut type, rack-and-pinion type, or worm-gear type for valves 24 inches and smaller B Provide actuator designed for installation with valve shaft horizontal unless otherwise indicated on Plans C Provide valve shaft extended from valve to actuator Space between actuator housing and valve body shall be completely enclosed so that no moving parts are exposed to soil or elements D Provide oil-tight and watertight actuator housings for valves,specifically designed for buried service or submerged service when located in valve vaults,and factory packed with suitable grease E Install a valve position indicator on each actuator housing located above ground or in valve vaults. Valves shall be equipped with 2-inch actuator nut only F Indicate direction of opening of valve on exposed visible part of assembly G Design worm-gear or traveling-nut actuators so that a torque of 150 foot-pounds, or less,will operate valve at most adverse condition for which valve is designed.Vertical axis of actuating nut shall not move as valve is opened or closed. 2.05 VALVE BOXES A Provide standard adjustable valve boxes only conforming to requirements of Section 02520—Valve Boxes, Meter Boxes, and Meter Vaults. 2.06 VALVE SERVICE MANHOLES A For large-diameter water mains, provide manholes to dimensions shown on Plans conforming to requirements of Section 02542—Concrete Manholes. 2.07 AIR RELEASE AND VACUUM RELIEF VALVES A Air Release Valves Apco No 200, GA Industries Fig. 2-AR, or equal. Materials body and cover, ASTM A 48, Class 30, cast iron, float and leverage mechanism, ASTM A 240 or A276 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. Provide inlet and outlet connections, and orifice as shown on Plans. B Air Release and Vacuum Valves Provide single-body, standard combination or duplex-body custom combination valves as indicated on Plans 1 For 2 inch and 3 inch, single-body valves, provide inlet and outlet sizes as shown on Plans and orifice sized for 100 psi working pressure. Valve materials body, cover and baffle, ASTM A 48, Class 35, or ASTM A 126, Grade B cast iron,plug or poppet,ASTM A 276 stainless steel,float,ASTM A 240 stainless steel, seat, Buna-N, other valve internals, stainless steel. Valve exterior Painted with shop-applied primer suitable for contact with potable 04/2009 02541 -6 of 8 429 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES water Provide Apco Model 145C or 147C, Val-Matic Series 200, or equal valves 2. For 3 inch and larger duplex body valves as shown on Plans, provide Apco Series 1700 with No 200 air release valve, GA Industries Fig. No AR/GH- 21K/280, or equal. Air and vacuum valve matenals. body and cover,ASTM A 48, Class 35, cast iron, float, ASTM A 240 stainless steel, seat, Type-304, stainless steel and Buna-N,other valve internals,stainless steel or bronze. Air release valve Constructed as specified in paragraph above on Air Release Valves. C Vacuum Relief Valves Provide air inlet vacuum relief valves with flanged inlet and outlet connections as shown on Plans. Provide air release valves in combination with inlet and outlet, and orifice as shown on Plans Valve shall open under pressure differential not to exceed 0.25 psi. Provide Apco Series 1500 with a No 200A air release valve, GA Industries Fig. No HCARV, or approved equal. Materials for vacuum relief valves valve body, ASTM A 48, Class 35, cast iron, seat and plug, ASTM B 584 bronze, copper alloy 836, spring, ASTM A 313, Type-304, stainless steel,bushing,ASTM B 584 bronze,copper alloy 932,retaining screws,ASTM A 276, Type-304, stainless steel. D Air Release Valve Vault as detailed in Plans 2.08 PRESSURE REDUCING VALVES A Provide Cla-Val Model 90-01, or approved equal, PRV with strainer in location and arrangement as shown on Plans Valve body ASTM A 48,cast iron or ASTM A 126, Class B, cast iron with ANSI B16 1, Class 125, flanges. Valve cover ASTM A 48 cast iron. Valve internals Type-303, stainless steel or B-62 bronze. Rubber parts Buna-N No leather parts shall be allowed. Resilient seat shall have rectangular cross section. B Control Tubing: Contain shutoff cocks with "Y" strainer C PRV Equip with valve position indicator Initially set in field by authorized manufacturer's representative with 60 psi downstream pressure. D Provide basket strainer upstream of PRV as shown on Plans Strainer body quick- opening type, fabricated-steel construction with ANSI B16 1, Class 150, flanges. Basket: Type-304, stainless steel. Provide Hayward Model 90, or equal, for PRV 4- inch through 24-inch. Provide Hayward Model 510, or equal, for PRV 14 inches or greater when space limitations dictate the use of smaller strainer housing. E Pilot Systems for PRV Adjustable and pressure sustaining. F Valve Box. Valve Box conforming to requirements of Section 02520—Valve Boxes, Meter boxes, and Meter Vaults. 04/2009 02541 -7 of 8 430 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 3.0 EXECUTION 3.01 INSTALLATION A Earthwork. Conform to applicable provisions of Section 02318 — Excavation and Backfill for Utilities B Operation. Do not use valves for throttling without prior approval of manufacturer 3.02 SETTING VALVES AND VALVE BOXES A Remove foreign matter from within valves prior to installation. Inspect valves in open and closed positions to verify that parts are in satisfactory working condition. B Install valves and valve boxes where shown on Plans. Set valves plumb and as detailed. Center valve boxes on valves Carefully tamp earth around each valve box for minimum radius of 4 feet, or to undisturbed trench face if less than 4 feet. Install valves completely closed when placed in water line. C For pipe section of each valve box,use only cast iron,ductile iron,or DR18 PVC pipe cut to proper length. Size to allow future operation of valve. Assemble and brace box in vertical position as indicated on Plans. 3.03 DISINFECTION AND TESTING A Perform disinfection and testing of valves and appurtenances as required by Section 02510—Water Mains B Repair or replace valves which exceed the allowable specified leakage rate. 3.04 PAINTING OF VALVES A Paint valves in vaults, stations, and above ground using ACRO Paint No 2215, or approved equal. END OF SECTION 04/2009 02541 -8 of 8 431 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES Section 02542 CONCRETE MANHOLES AND ACCESSORIES 1.0 GENERAL 1.01 SECTION INCLUDES A. Pre-Cast Concrete Manholes for sanitary B Pre-Cast and Cast-in-Place Manholes for storm sewer C Iron castings for manhole frames and covers, inlet frames and grates, catch basin frames and grates, meter vault frames and covers, adjustment nngs and extensions. D Ring grates. E References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2 Section 01350—Submittals 3 Section 01500—Temporary Facilities and Controls 4 Section 03300—Cast-in-Place Concrete 5 Section 02255 —Bedding,Backfill, and Embankment Materials 6 Section 02318—Excavation and Backfill for Utilities 7 Section 02530—Gravity Sanitary Sewers 8 Section 01140—Contractor's Use of Premises F Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM C 478,"Standard Specification for Precast Reinforced Concrete Manhole Sections" b ASTM C 443,"Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets" c ASTM C 270, "Standard Specification for Mortar for Unit Masonry" d. ASTM C 923, "Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures,Pipes and Laterals" e. ASTM C 1107,"Standard Specification for Packaged Dry,Hydraulic- Cement Grout(Nonshrink)" f. ASTM A 48, "Standard Specification for Gray Iron Castings" g. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" h. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" 05/2013 02542- 1 of 15 432 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2. American Association of State Highway and Transportation Officials (AASHTO) 3 American Water Works Association(AWWA) 4 American Welding Society(AWS) a. AWS D12 1, "Reinforcing Steel Welding Code" 5 Texas Commission on Environmental Quality(TCEQ) a. Chapter 217.55 "Minimum Clear Opening" G Definitions 1 Shallow Depth Manholes-manholes having a depth of 4 feet or less measured from the top of cover to sewer invert. 2. Normal Depth Manholes-manholes having a depth of greater than 4 feet and up to 8 feet measured from top of cover to sewer invert. 3 Extra Depth Manholes- manholes having a depth of greater than 8 feet measured from the top of cover to sewer invert. 4 Corrosion Resistant Manholes- concrete manholes incorporating additional material, such as liners or coatings, which make them more resistant to J corrosion than typical concrete manholes 5 Standard Manholes Drops- drops of up to 3 vertical feet measured from the invert of the T-fitting to the sewer invert. 6 Extra Depth Manhole Drops-drops in excess of 3 vertical feet measured from the invert of the T-fitting to the sewer invert. 1.02 MEASUREMENT AND PAYMENT A. Measurement for Normal Depth Manholes and/or Normal Depth Corrosion Resistant Manholes shall be per each. B Measurement for Shallow Depth Manholes and/or Shallow Depth Corrosion Resistant Manholes shall be per each. C Measurement for Extra Depth Manholes and/or Extra Depth Corrosion Resistant Manholes is on a vertical foot basis for each foot of depth greater than 8 feet. D Payment for Manholes under this Section shall be for complete installation including riser, frames, grates, adjustment rings, stainless steel inflow preventers, cut-in work, covers,penetrations,other appurtenances,and be in accordance with Section 01200— Measurement and Payment Procedures. 05/2013 02542-2 of 15 433 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES E. Measurement for Standard Manhole Drops shall be per each. F Measurement for Extra Depth Manhole Drops is on a vertical foot basis for each foot of Drop greater than 3 feet. G Payment for Drops under this Section shall be for assembly components,encasement, other appurtenances, and be in accordance with Section 01200 —Measurement and Payment Procedures. H. payment for Air Release Manhole with Valves and Fittings installed is on a unit price basis for each manhole with air release valves,fittings and appurtenances installed and in accordance with Section 01200 Measurement and Payment Procedures. 1.03 PERFORMANCE REQUIREMENTS A. Perform work needed to make manholes structurally sound, improve flow, prevent entrance of inflow or groundwater, prevent entrance of soil or debris, and provide protection against hydrogen sulfide gas attack. B Manufacturer's Product Support. 1 Through the Contractor,manufacturers of wall sealing or lining systems shall submit to Engineer for review and approval a detailed description of the proposed coating installation process. Describe surface preparation, independent laboratory test results, mix design procedures and method of controlling uniform thickness. 2 A representative employed by the manufacturer and having technical training in epoxy or cementitious liner shall be named and available for consultation by telephone during business hours and on site upon 48 hours notice. 3 Manufacturer's representative on concrete lining systems shall provide technical assistance to applicators to ensure proper usage of dispensing equipment and accurate proportions of admixtures 1.04 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals B Submit proposed design mix and test data for each type and strength of concrete C Submit manufacturer's data and details of following items for approval. 1 Frames, grates, rings, and covers. 2 Materials to be used in fabricating drops. 05/2013 02542-3 of 15 434 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3 Materials to be used for pipe connections at manhole walls. 4 Materials to be used for stubs and stub plugs. 5 Plugs to be used for sanitary sewer hydrostatic testing. 6 Shop Drawings of manhole sections and base units and construction details, including reinforcement,jointing methods, materials and dimensions. 7 Certification from manufacturer that precast manhole design is in full accordance with AST,,M C 478 and design criteria as established in this Section, 2.03E, "Design Loading Criteria" 8 Product data, materials and procedures for corrosion resistant liner and coatings, if required. For coating and resistant liner systems requiring 10-yr manufacturer warranty, submit specific coating system including product, thickness, and application for Engineer's approval. 9 Manufacturer's data for pre-mix(bag)concrete,if used for channel inverts and benches. D Installer Qualifications Installers of liners and wall repair systems shall submit qualifications to Engineer at least 14 days prior to start of any material application. Submittal shall consist of: 1 Manufacturer's approved equipment list, by name and model number for application of product and contractor's equipment list showing approved equipment available for use in product application. 2 List of contractor's personnel who have satisfactorily completed manufacturer's training in product application within previous two years. Include date of certification for each person. E. Provide Shop Drawings for fabrication and erection of casting assemblies. Include plans, elevations, sections and connection details. Show anchorage and accessory items. Include Setting Drawings for location and installation of castings and anchorage devices. 2.0 PRODUCTS 2.01 MATERIALS A. Concrete shall conform to requirements in Section 03300 - Cast-In Place Concrete B Minimum concrete compressive strength of 4000 psi. 05/2013 02542-4 of 15 435 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES C Reinforcing Steel shall conform to requirement in Se ction 03300-Cast-In Place Concrete. D Mortar shall conform to requirements of ASTM C 270,Type S using Portland cement. 2.02 PRECAST CONCRETE MANHOLES A. Use manhole sections and base sections conforming to ASTM C 478 Use base riser section with integral floors,unless shown otherwise. Provide adjustment nngs which are standard components of the manufacturer of the manhole sections meeting matenal requirements of ASTM C 478 Mark date of manufacture and name or trademark of manufacturer on inside of barrel. B Construct barrels for precast manholes from 48-inch diameter standard reinforced concrete manhole sections unless otherwise indicated on Plans. Use vanous lengths of manhole sections in combination to provide the correct height with the fewest joints. Wall sections shall be designed for depth as shown and loading conditions as described in this Section,2 03E,"Design Load Criteria",but shall not be less than 5 inches thick. Base section shall have a minimum thickness of 12 inches under the invert. C Provide cone tops to receive 30-inch cast iron frames and covers, unless indicated otherwise. Use tops designed to support an AASHTO H-20 loading. D Where the Plans indicate that manholes larger than 48-inch diameter are required, precast base sections of the required diameter shall be provided with flat slab top precast sections used to transition to 48-inch diameter manhole access riser sections. Transition can be concentric or eccentric The transition shall be located to provide a minimum of 7-foot head clearance from the top of bench to underside of transition. E Design Loading Cntena. The manhole walls,transition slabs,cone tops,and manhole base slab shall be designed by the manufacturer to the requirements of ASTM C 478 for the depth as shown on Plans and the following design criteria. 1 AASHTO H-20 loading applied to the manhole cover and transmitted down to the transition and base slabs. 2. Unit soil weight of 120 pcf located above all portions of the manhole, including base slab projections. 3 Lateral soil pressure based on saturated soil conditions producing an at-rest equivalent fluid pressure of 100 pcf, with soil pressure acting on empty manhole. 4 Internal liquid pressure based on a unit weight of 63 pcf,with manhole filled with liquid from invert to cover, with no balancing external soil pressure. 5 Dead load of manhole sections fully supported by the transition and base slabs. 05/2013 02542-5 of 15 436 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 6 Design additional reinforcing steel to transfer stresses at openings. 7 The minimum clear distance between any two wall penetrations shall be 12 inches or half the diameter of the smaller penetration, whichever is greater F Form joints between sections with 0-ring gaskets conforming to ASTM C 443 G Do not incorporate manhole steps in manhole sections. H. Do not use brick masonry in construction of sanitary sewer manholes. 2.03 MISCELLANEOUS METALS A. Provide cast-iron frames, grates, rings, covers, and stainless steel inflow preventers conforming to requirements of this Section and the City of Pearland Standard Construction Details. 2.04 DROPS A. Drops shall conform to the same pipe material requirements used in the main pipe, unless otherwise indicated on the Plans 2.05 PIPE CONNECTIONS A. Use resilient connectors conforming to requirements of ASTM C 923 Metallic mechanical devices as defined in ASTM C 923 shall be made of the following materials 1 External clamps. a. Type 304 stainless steel. 2 Internal, expandable clamps on standard manholes a. Type 304 stainless steel, 11 gage minimum. 3 Internal, expandable clamps on corrosion-resistant manholes a. Type 316 stainless steel, 11 gage minimum. b Type 304 stainless steel, 11 gage minimum, coated with minimum 16 mm fusion-bonded epoxy conforming to AWWA C-213 4 All precast openings shall be fully circular, 360°openings. B Where rigid joints between pipe and a cast-in-place manhole base are specified or shown on the Plans, use polyethylene-isoprene water-stop meeting the physical property requirements of ASTM C 923, Press-Seal WS Series, or equal. 05/2013 02542-6 of 15 437 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES C Storm sewer pipe connections 1 Connections acceptable for sanitary sewers 2 Line pipe grouted in place with mortar Rehabilitate. 2.06 WALL CLEANING MATERIAL A. Cleaners Detergent or muriatic acid capable of removing dirt, grease, oil and other matter which would prevent a good bond of sealing material to wall. Refer to sealing material manufacturer's recommendations. 2.07 SEALANT MATERIALS A. Sealing materials between precast concrete adjustment ring and manhole cover frame shall be Adeka Ultraseal P201, or approved equal. 2.08 WALL REPAIR MATERIALS A. Hydraulic Cements Use a blend of cement powders or hydraulic cement to stop active leaks in the manhole structure. B Quickset Mortar Use a quickset mortar to repair wide cracks, holes or disintegrated mortar 2.09 CORROSION RESISTANT MANHOLE MATERIALS A. Provide one of the following as indicated on the Plans 1 Precast cylindrical Portland cement concrete sanitary sewer manhole sections, base sections, and cone sections with one of the following factory applied internal coatings or approved equal. a. NeoPoxyTM NPR-5300 Series "PureEpoxy" spray on epoxy liner and other required fillers/sealants per manufacturer's recommendations b NeoPoxy NPR-3501 high tensile elongation epoxy elastomeric gout and sealant. c NeoPoxy NPR-5305 trowelable epoxy filler, grout and sealant, d. Chemical and cementitious rapid set hydraulic grouts such as Strong-Plug, Strong-Seal QSR, Quadex,Hyperform and Quadex Hydro-Plug, or other equivalents pre-approved by the engineer 05/2013 02542-7 of 15 438 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES e NeoPoxy P-88 ultraviolet light resistant topcoat. f. EMACO liner(contact City of Pearland Public Works Department for specific type). g. Raven liner(contact City of Pearland Public Works Department for specific type) h. SewperCoat 100% Calcium alummate by KerneosTM Aluimnate Technologies. 2 Type I Coating: The manufacturer of these applied products shall provide a minimum 10-year material and labor warranty A 10-year manufacturer warranty shall be applicable for the following sanitary sewer manholes. a. Manholes that receive force main discharge. b Manholes within the lift/pump station site including last manhole before wet well. c Manholes with 5 feet diameter and larger or manholes that receive discharge from 15" or larger diameter gravity sewer d. Manholes as determined by City Engineer 3 Type II Coating. All other sanitary sewer manholes shall be coated with minimum 125 mil thick coating of products specified in Section 2 09 1.a-d,or approved equal. 2.10 BACKFILL MATERIALS A. Backfill materials shall conform to the requirements of Section 02255 — Bedding, Backfill, and Embankment Materials. 2.11 NON-SHRINK GROUT A. For non-shrink grout,use prepackaged, inorganic,flowable,non-gas-liberating,non- metallic, cement-based grout requiring only the addition of water It shall meet the requirements of ASTM C 1107 and shall have a minimum 28-day compressive strength of 7000 psi. 05/2013 02542-8 of 15 439 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2.12 CASTINGS A. Castings for frames, grates, rings and covers shall conform to City of Pearland Standard Construction Details and shall be ASTM A 48, Class 30 Provide locking covers if indicated on Plans. B Castings shall be capable of withstanding the application of an AASHTO H-20 loading without permanent deformation. C Fabncate castings to conform to the shapes, dimensions, and with wording or logos shown on the Plans. D Castings shall be clean, free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetrical, free of plugs. 2.13 BEARING SURFACES A. Machine bearing surfaces between covers or grates and their respective frames so that even bearing is provided for any position in which the casting may be seated in the frame. 2.14 SPECIAL FRAMES AND COVERS A. Where indicated on the Plans, provide watertight manhole frames and covers with a minimum of four bolts and a gasket designed to seal cover to frame. Supply watertight manhole covers and frames, Model R-1916 manufactured by Neenah Foundry Company, Model V-2420 by East Jordan Iron Works, or approval equal. B Where personnel entry is anticipated, minimum clear openings of 30-inches is required. 2.15 FABRICATED RING GRATES A. Ring grates shall be fabricated from reinforcing steel conforming to ASTM A 615 B Welds connecting the bars shall conform to AWS D12.1 2.16 INFLOW PREVENTERS A. Provide stainless steel inflow preventers with air release vents on all sanitary sewer manholes. 05/2013 02542-9 of 15 440 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.0 EXECUTION 3.01 EXAMINATION A. Verify lines and grades are correct. B Determine if the subgrade,when scarified and re-compacted, can be compacted to 95 percent of maximum Standard Proctor Density according to ASTM D 698 prior to placement of foundation material and base section. If it cannot be compacted to that density,the subgrade shall be moisture conditioned until that density can be reached or shall be treated as an unstable subgrade. C Do not build sanitary or storm sewer manholes in ditches, swales, or drainage paths unless approved by the Engineer 3.02 PLACEMENT OF PRECAST MANHOLES A. Install precast manholes to conform to locations and dimensions shown on Plans. B Place manholes at points of change of alignment, grade, size, pipe intersections, and end of sewer 3.03 MANHOLE BASE SECTIONS AND FOUNDATIONS A. Place precast base on 12-inch-thick(minimum)foundation of cement stabilized sand or a concrete foundation slab Compact cement-sand in accordance with requirements of Section 02318—Excavation and Backfill for Utilities. B Unstable Subgrade Treatment: When unstable subgrade is encountered,the subgrade will be examined by the Engineer to determine if the subgrade has heaved upwards after being excavated. If heaving has not occurred, the subgrade shall be -over- excavated to allow for a 24-inch thick layer of crushed stone wrapped in filter fabnc as the foundation material under the manhole base. If there is evidence of heaving,a pile- supported concrete foundation, as detailed on the Plans, shall be provided under the manhole base, when indicated by the Engineer 3.04 PRECAST MANHOLE SECTIONS A. Install sections, joints, and gaskets in accordance with manufacturer's printed recommendations. B Install precast or steel adjustment rings above tops of cones or flat-top sections as required to adjust the finished elevation and to support manhole frame. C Seal any lifting holes with non-shrink grout. 05/2013 02542- 10 of 15 441 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES D Where PVC liners are required, seal Joints between sections in accordance with manufacturers recommendations. 3.05 PIPE CONNECTIONS AT MANHOLE A. Install approved resilient connectors at each pipe entering and exiting sanitary sewer manholes in accordance with manufacturer's instructions. B Ensure that no concrete,cement stabilized sand,fill,or other rigid material is allowed to enter the space between the pipe and the edge of the wall opening at and around the resilient connector on either the interior or exterior of the manhole If necessary, fill the space with a compressible material to guarantee the full flexibility provided by the resilient connector All pipe openings shall be fully circular, 360° openings C Where a new manhole is to be constructed on an existing sewer, install precast manhole base with factory installed Femco type connections and pipe stubouts at least two (2) feet outside manhole wall. Manhole shall be cut-in to existing pipe No "horseshoe" or"dog house"type connections will be permitted. D Do not construct Joints on sanitary sewer pipe within wall sections of manholes Use approved connection material. E Construct pipe stubs with resilient connectors for future connections at locations and with material indicated on Plans. Install approved stub plugs at interior of manhole. F Test connection for watertight seal before backfilling. 3 06 INVERTS FOR SANITARY SEWERS A. Construct invert channels to provide a smooth flow transition waterway with no disruption of flow at pipe-manhole connections Conform to following criteria. 1 Slope of invert bench. 1 inch per foot minimum, 1-1/2 inch per foot maximum. 2 Depth of bench to invert: Pipes smaller than 15-inches one-half largest pipe diameter Pipes 15 to 24-inches three-fourths the largest pipe diameter Pipes larger than 24-inches equal to the largest pipe diameter 3 Invert slope through manhole 0 10-foot drop across manhole with smooth transition of invert through manhole,unless otherwise indicated on Plans. B Form invert channels with class A concrete if not integral with manhole base For direction changes of mains, construct channels tangent to mains with maximum possible radius of curvature Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts. 05/2013 02542- 11 of 15 442 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.07 DROPS FOR SANITARY SEWERS A. Construct Drops with same materials used in main pipe unless otherwise indicated on Plans or approved by the Engineer Install a Drop when a sewer line enter a manhole higher than 30-inches above the invert of the manhole All drops must be interior drops B Terminate encasement of blind drops a minimum of 5 inches below top of bell and not less than 12 inches above top of next lower bell. Install approved plug at bell. 3.08 MANHOLE FRAME AND ADJUSTMENT RINGS A. Combine precast concrete adjustment rings so that the elevation of the installed casting cover is 3/8 inch below the pavement surface. Seal between adjustment ring and the manhole top with non-shrink grout; do not use mortar between adjustment rings. Apply a latex-based bonding agent to concrete surfaces to be joined with non-shrink grout. Set the cast iron frame on the adjustment ring in a bed of approved sealant. The sealant bed shall consist of two beads of sealant, each bead having minimum dimensions of 1/2-inch and 3/4-inch wide. B For manholes in unpaved areas,top of frame shall be set a minimum of 6 inches above existing ground line unless otherwise indicated on Plans. In unpaved areas,encase the manhole frame in mortar or non-shrink grout placed flush with the face of the manhole ring and the top edge of the frame. Provide a rounded corner around the perimeter 3.09 BACKFILL A. Place and compact backfill materials in the area of excavation surrounding manholes • in accordance with requirements of Section 02318 — Excavation and Backfill for Utilities. Use embedment zone backfill material,as specified for the adjacent utilities, from manhole foundation up to an elevation 12 inches over each pipe connected to the manhole. Provide trench zone backfill,as specified for the adjacent utilities,above the embedment zone backfill. B Where rigid joints are used for connecting existing sewers to the manhole, backfill under the existing sewer-up to the spring-line of the pipe with Class B concrete or flowable fill. 3 10 MANHOLE WALL CLEANING A. The floor and interior walls of the manhole shall be thoroughly cleaned and made free of all foreign materials including dirt, grit, roots, oils, grease, sludge, incompatible existing coatings,waxes,form release,curing compounds,efflorescence,sealers,salts, or other contaminants which may affect the performance and adhesion of the coating to the substrate 05/2013 02542- 12 of 15 443 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 1 High pressure water blasting with a minimum of 3,500 psi shall be used to clean free all foreign material within the manhole 2. When grease and oil are present within the manhole,an approved detergent or munatic acid shall be used integrally with the high pressure cleaning water 3 All materials resulting from the cleaning of the manhole shall be removed pnor to application of the coating. 4 All loose grout, ledges, steps and protruding ledges shall be removed to provide an even surface prior to application of coating. B Prevent any foreign material from entering the adjoining pipes Remove droppings of foreign and wall sealant materials before they harden on the bottom of the manhole. C No separate pay shall be made for this item. Include cost for sealing in the unit price for manholes. D Manufacturer's representative shall be available at all times on site to answer questions and approve manhole preparation work prior to lining. 3 11 MANHOLE WALL SEALING A. Seal active leaks in the manhole structure by using non-shrink grout. B Remove loose or defective wall material. Wipe or brush surface clean prior to the application of hydraulic cement C Drill weep holes at bottom of manhole walls to relieve hydrostatic pressure to stop leaks. Plug pressure relief holes after leaks are stopped using hydraulic cement materials. Lead wool may also be used to plug large leaks. D Repair wide cracks,or holes with quickset mortars. Follow manufacturer's application procedures. E Shape manhole inverts before wall sealing work. Apply concrete to cleaned manhole benches as specified in Section 03300 F After all active leaks have been stopped, clean and prepare walls for application of selected liner material. G Properly apply the sealing compound to provide the minimum required uniform coating to the wall surface. H. Prevent any foreign material from entering the adjoining pipes Remove droppings of foreign and wall sealant materials before they harden on the bottom of the manhole 05/2013 02542- 13 of 15 444 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES I. Strictly follow product manufacturer's published technical specifications and recommendations for surface preparation, application and proportioning. 3.12 FIELD QUALITY CONTROL A. Conduct leakage testing of manholes in accordance with requirements of Section 02530—Gravity Sanitary Sewers Vacuum test shall be completed prior to coating of the manhole. 3 13 INSPECTION A. After manhole wall sealing has been completed, visually inspect the manhole in the presence of Engineer Check for cleanliness and for elimination of active leaks. B At completion of manhole construction, assist Engineer.in verifying installation of minimum coating thickness of concrete liner Test several points on the manhole wall. Repair verification points prior to final acceptance for payment. C During application of corrosion resistant liner, a wet film thickness gauge; meeting ASTM D4414, shall be used. Measurements shall be taken, documented and attested by the Contractor for submission to the Owner D At completion of manhole construction, assist Engineer in inspection of installation. 314 TESTING A. After the coating product(s)have set in accordance with manufacturer's instructions, all surfaces shall be inspected for holidays with high-voltage holiday detection equipment. Reference NACE RPO 188-99 for performing holiday detection. All detected holidays shall be marked and repaired by abrading the coating surface with grit disk paper or other hand tooling method. After abrading and cleaning,additional coating can be hand applied to the repair area. All touch-up/repair procedures shall follow the coating ranufacturer's recommendations. Documentation on areas tested, results and repairs made shall be provided to Owner by Contractor B Visual inspection shall be made by the Project Engineer and/or Inspector Any deficiencies in the finished coating shall be marked and repaired according to the procedures set forth herein by Contractor 3 15 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. 05/2013 02542- 14 of 15 445 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.16 PROTECTION OF THE WORK A. Protect Manholes from damage until subsequent work has been accepted. B Repair or replace damaged elements of Manholes at no additional cost to the Owner C In unpaved areas,provide positive drainage away from manhole frame to natural grade. END OF SECTION 05/2013 02542- 15 of 15 446 THERMOPLASTIC City of Pearland PAVEMENT MARKING Section 02582 THERMOPLASTIC PAVEMENT MARKING PART 1 GENERAL 1 01 SECTION INCLUDES A. Thermoplastic pavement markings. 1 02 UNIT PRICES A. Measurement for linear pavement markings is on a linear foot basis for each width, measured in place B Measurement for words and symbols is on a lump sum basis for each word or symbol. C Refer to Section 01025 — Measurement and Payment for unit price procedures 103 SUBMITTALS A. Submittals shall conform to requirements of Section 01300—Submittals. B Each container shall be clearly marked to indicate the color, weight, Type of material, manufacturer's name and the lot/batch number PART 2 PRODUCTS A. Pavement markings are thermoplastic type marking materials that require heating to elevated temperatures for application. B Materials shall conform to TxDOT Specification Item 666 PART 3 EXECUTION 3 01 GENERAL A. Prepare pavement surfaces and install markings in accordance with manufacturer's recommendations and TxDOT specifications. B Accurately locate and install approved markings to conform to classes, colors, lengths, widths, and configurations indicated on Drawings. Page 1 of 2 447 THERMOPLASTIC City of Pearland PAVEMENT MARKING 3 02 PREPARATION A. Clean and repair surfaces to receive markups. Blast clean surfaces indicated on Drawings or where directed by the Engineer in accordance with requirements of Section 02581 Do not clean portland cement concrete pavements by grinding. 3 04 SURFACE INSTALLATION A. Test pavement surface for moisture content prior to application of markings Place an approximate 2 square foot sheet of clear plastic or tar paper on road surface and hold in place for 20 minutes. Immediately inspect the sheet for build up of condensed moisture. If sufficient moisture has condensed to cause water to dnp from sheet, do not apply markings Repeat test as necessary until adequate moisture has evaporated from pavement to allow placement. B Observe manufacturer's recommended pavement and ambient air temperature requirements for application. If manufacturer has no temperature recommendations, do not install markings if pavement temperature is below 60 degrees F or above 120 degrees F C. Prime pavement surface and apply markings as recommended by manufacturer 3 05 FIELD QUALITY CONTROL A. Pavement markings shall present a neat, uniform appearance. B Repair or replace improperly installed markers at Contractors expense. 3 06 CLEANING A. Keep project site free of unnecessary traffic hazards at all times. B Clean area upon completion of work and remove rubbish from work site. 3 07 / WARRANTY A. Contractor shall warrant material and labor for a period of twelve months from date of installation of markings. Immediately upon notification, replace portions of pavement marking lines or legends that have lifted, shifted or spread, lost daytime color, or nighttime retro-reflectivity END OF SECTION Page 2 of 2 448 CITY OF PEARLAND FRAMES, GRATES, RINGS,AND COVERS Section 02603 FRAMES, GRATES,RINGS,AND COVERS 1.0 GENERAL 1 01 SECTION INCLUDES A. Iron castings for manhole frames and covers, inlet frames and grates, catch basin frames and grates, meter vault frames and covers, adjustment rings and extensions. B Ring grates. C References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2 Section 01350 - Submittals D Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM A 48, "Standard Specification for Gray Iron Castings" b ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" c. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" 2 American Association of State Highway and Transportation Officials (AASHTO) a. AASHTO M 306, "Drainage, Sewage,Utility, and Related Castings" 3 American Welding Society(AWS) a. AWS D12.1, "Reinforcing Steel Welding Code" 4 Texas Commission on Environmental Quality (TCEQ) a. Chapter 217.55 "Minimum Clear Opening" 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item,no separate payment will be made for frames, grates, rings, covers, and seals under this Section. Include cost in Bid Items for which this Work is a component. B If frames, grates, rings, covers, and seals are included as a Bid Items, measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 12/2015 02603 - 1 of 3 449 CITY OF PEARLAND FRAMES, GRATES, RINGS, AND COVERS 103 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Provide copies of manufacturer's specifications, load tables, dimension diagrams, anchor details, and installation instructions. Manufacturer shall be East Jordan Iron Works, Inc or as approved by public works. C Provide Shop Drawings for fabrication and erection of casting assemblies Include plans, elevations, sections and connection details. Show anchorage and accessory items Include Setting Drawings for location and installation of castings and anchorage devices. 2.0 PRODUCTS , 2.01 CASTINGS A. Castings for frames,grates,rings and covers shall conform to ASTM A 48,Class 35B and AASHTO M 306 Provide locking covers if indicated on Plans B Castings shall be capable of withstanding the application of an AASHTO H-20 loading without permanent deformation. C Fabricate castings to conform to the shapes, dimensions, and with wording or logos shown on the Plans. D Castings shall be 75% post-consumer recycled material, clean, free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetrical, free of plugs. 2.02 BEARING SURFACES A. Machine bearing surfaces between covers or grates and their respective frames so that even bearing is provided for any position in which the casting may be seated in the frame. 2.03 SPECIAL FRAMES AND COVERS A. Where indicated on the Plans,provide stainless steel inflow preventers and watertight manhole frames and covers with a minimum of four bolts and a gasket designed to seal cover to frame Supply watertight manhole Frames and Covers, Model R-1916 manufactured by Neenah Foundry Company, Model V-2420 by East Jordan Iron Works, or as approved by public works. B Where personnel entry is anticipated,minimum clear opening of 30-inches is required. 12/2015 02603 -2 of 3 450 CITY OF PEARLAND FRAMES, GRATES, RINGS,AND COVERS 2.04 FABRICATED RING GRATES A. Ring grates shall be fabricated from reinforcing steel conforming to ASTM A 615 B Welds connecting the bars shall conform to AWS D12 1 2.05 MORTAR A. Conform to requirements of ASTM C 270, Type S using Portland cement. 3.0 EXECUTION 3 01 INSTALLATION A. All installations that have an elevation difference between the final elevation of the manhole cover and the surrounding finished grade greater than 18 inches will be required to be hinged, lift assist gasketed ring and cover B Install castings according to approved Shop Drawings, instructions given in related Sections, and applicable directions from the manufacturer's printed materials C Set castings accurately at required locations to proper alignment and elevation. Keep castings plumb, level, true and free of rack. Measure location accurately from established lines and grades. Brace or anchor frames temporarily in formwork until permanently set. D Ring grates shall be fabricated in accordance with Plans and shall be set in mortar in the mouth of the pipe bell. END OF SECTION ( 12/2015 02603-3 of 3 451 CITY OF PEARLAND STRUCTURAL PLATE CULVERT STRUCTURES Section 02624 STRUCTURAL PLATE CULVERT STRUCTURES 1.0 GENERAL 1.01 SECTION INCLUDES A Structural plate culverts and special structural plate shapes B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 03300—Cast-in-Place Concrete 4 Section 02318—Excavation and Backfill for Utilities C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM A 153, "Standard Specification for Zinc Coating(Hot-Dip)on Iron and Steel Hardware b ASTM B 695, "Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel c ASTM B 221,"Standard Specification for Aluminum and Aluminum- Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes 2. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A Measurement for structural plate pipes, pipe arches, arches, underpasses or box culverts is on a linear foot basis,measured along flow lines between ends of structures. Separate measurement will be made for each different required size, gage, or minimum thickness of the required material. B For multiple structures,the measured length will be the sum of the lengths of barrels as prescribed above. C Payment for structural plate culvert structures includes aluminum alloy inverts, toe walls, footings, closure plates and stiffeners, and all labor and materials required for installation as indicated on Plans D Refer to Section 01200—Measurement and Payment Procedures , 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals 07/2006 02624- 1 of 7 452 CITY OF PEARLAND STRUCTURAL PLATE CULVERT STRUCTURES B Submit product quality,material sources, and field quality information in accordance with this Section. 1.04 ACCEPTANCE AT SITE A Furnish an itemized statement of the number and size of plates in each shipment. From this list, a visual inspection will be made by the Engineer, including an examination of the plates for deficiency in size,radius of curvature specified,and any evidence of poor workmanship The inspection may include taking samples for chemical analysis and determination of weight of splutter coating The plates making up the shipment shall fully meet the requirement of these specifications. Any plates failing to do so shall be rejected. B The Engineer may elect to have the matenal inspected and sampled in the rolling mill or in the fabrication shop A chemical analysis of any plate may be required from the mill. The inspection,either in the mill or in the shop,will be under the direction of the Engineer The Engineer will have free access to the mill or shop for inspection. Any matenal which has been previously rejected at the mill or shop and included in a later lot will be rejectedunless the material has been satisfactonly repaired. C Structural plate with a damaged splutter coating, or which shows defective workmanship shall be rejected. Minor damaged areas of splutter coating,as judged by the Engineer,may be repaired by painting with a zinc dust-zinc oxide paint conforming to Federal Specification TT-P-641g The requirement applies not only to individual plates but to the entire shipment. D The following defects are considered to be poor workmanship The presence of any one of them in an individual structural plate will be cause for rejection. 1 Uneven laps. 2. Elliptical shaping (unless specified) 3 Variation from a straight center line. 4 Ragged edges and damaged coatings 5 Loose, uneven lined or spaced bolts. 6 Illegible brand. 7 Bruised, scaled or broken splutter coating. 8 Dents or bends in the metal. 2.0 PRODUCTS 2.01 METAL PIPE AND ARCH MATERIALS A Plates and fasteners used for construction of structural plate pipes,pipe arches,arches, underpasses, box culverts and special shapes shall conform to AASHTO M167 for galvanized corrugated steel structures and to AASHTO M219 for aluminum alloy structures B Steel fasteners shall be mechanically galvanized or hot-dip galvanized and shall conform to ASTM A 153, Class C or D, or ASTM B 695, Class 40 The weight of galvanized coating shall be determined according to Test Method Tex-728-I. 07/2006 02624-2 of 7 453 CITY OF PEARLAND STRUCTURAL PLATE CULVERT STRUCTURES C Steel plates shall consist of structural units of corrugated galvanized steel. Single plates shall be furnished in standard sizes to permit structure length increments of 2 feet. Plates will have approximately a 2 inch lip beyond each end and crest, which results in the actual length of a given structure being approximately 4 inches longer than the nominal length, except when skewed or beveled. D Aluminum plate shall consist of structural units of corrugated aluminum alloy For aluminum alloy structures, cut plates shall be furnished on structure ends to permit structure length increments of one foot. When required, aluminum alloy inverts, toe walls, footings and closure plates shall conform to the material requirements for the aluminum structural plate. Extruded aluminum transverse stiffeners shall conform to ASTM B 221, Alloy 6061-T6 E The material for metal headwalls shall comply with requirements shown on the Plans. 2.02 STRUCTURE AND MATERIAL DESIGNATION A The types of structures will be indicated on the Plans by one of the following descriptions 1 Structural Plate Pipe (Galvanized. Steel) 2. Structural Plate Pipe (Alum.) 3 Structural Plate Pipe Arch (Galvanized. Steel) 4 Structural Plate Pipe Arch (Alum.) 5 Structural Plate Arch (Galvanized. Steel) 6 Structural Plate Arch (Alum.) 7 Structural Plate Underpass (Galvanized. Steel) 8 Structural Plate Underpass (Alum.) 9 Structural Plate Box Culvert(Galvanized. Steel) 10 Structural Plate Box Culvert(Alum.) B When designated as one of the above types without the material being designated,the Contractor may furnish the structure in either galvanized steel or aluminum. 2.03 PLATE JOINTS A Form plates to provide bolted lap joints Punch bolt holes so that plates having like dimensions, curvature, and the same number of bolts per foot of seam are interchangeable B Curve each plate to proper radius so that cross-sectional dimensions of finished structure will be as indicated on Plans. C Stagger joints so that not more than three plates are jointed at any one point. Unless otherwise specified, place bolt holes along those edges of plates that will form longitudinal seams in the finished structure as follows 1 Stagger in rows 2 inches apart, with one row in the valley and one in the crest of corrugations with not less than 4 bolts per foot for galvanized steel structures. 07/2006 02624-3 of 7 454 CITY OF PEARLAND STRUCTURAL PLATE CULVERT STRUCTURES 2. Stagger in rows 1 3/4 inches apart with 2 bolts in each valley and on each crest and not less than 16 bolts per 3 feet for aluminum alloy structures. D Provide for a bolt spacing of not more than 12 inches for bolt holes along edges of plates that will form circumferential seams in finished structure. E Keep minimum distance from center of hole to edge of plate to not less than 1 %times diameter of bolt. F For the diameter of bolt holes in longitudinal seams do not exceed diameter of the bolt. Diameter of bolt holes in longitudinal seams shall not exceed diameter of bolt by more than 1/8 inch. G Cut plates for forming skewed or sloped ends to give the angle of skew or slope specified. Repair burned edges to eliminate oxide and burrs Maintain legible identification numerals on each plate to designate its proper position in the finished structure. 2.04 CONCRETE A Concrete shall conform to Section 03300—Cast-in-Place Concrete.Unless otherwise shown on the Plans, use Class A concrete for footings and headwalls. Use Class B concrete for slope protection and for invert paving, when required. Place reinforcement as shown on the Plans 2.05 REINFORCING STEEL A Reinforcing steel shall conform to requirements of Section 03300 — Cast-in-Place Concrete. 3.0 EXECUTION 3.01 PROTECTIVE COATINGS,LININGS AND PAVINGS A When required,protect structural plate structures with bituminous coating,bituminous lining or have invert paved with bituminous material. Remove moisture, dirt, oil, unbonded or incompatible paint, grease, alkalies, or other foreign matter from the surface to be coated before applying the coating material. B When specified or called in the Plans apply bituminous coatings to inside and outside of structures to a minimum thickness of 0 05 inch as provided in AASHTO M190, Type A. C Apply a protective coating to coupling bands for coated structures. Use coatings in accordance with AASHTO M190 Coupling bands may be single-dipped with the coating thiclness requirement waived. D Apply bituminous linings, if required, over bituminous coatings, to inside bottom portion of structure as provided in AASHTO M190, Type C. 07/2006 02624-4 of 7 455 CITY OF PEARLAND STRUCTURAL PLATE CULVERT STRUCTURES E When linings and pavings are not required, an asphalt mastic coating may be substituted for bituminous coating on corrugated steel or aluminum structures on outside surface of the structure. The inside surface need not be coated. F When specified or called in the Plans, use an asphalt mastic coating conforming to requirements of AASHTO M243,except that asbestos fibers will not be used. Perform this process at the fabrication plant. Apply asphalt mastic matenal uniformly to the outside surface with a minimum thickness of 0 05 inch. Pinholes, blisters, cracks or lack of bond are cause for rejection. G When protective coatings are applied to structures,be sure that the thickness of metal is clearly identified on the inner surface of each section with paint or other approved means. Repair damaged protective coatings, linings and invert paving Use bituminous material conforming to provisions of AASHTO M190 or other approved materials to repair damaged asphalt mastic coatings H Coat that portion of nuts and bolts projecting outside the pipe after installation. The portion of nuts and bolts projecting inside the structure need not be coated. When asphalt mastic is used for protective coating,the surface at joints of the structure need not be coated prior to assembly Thoroughly seal joints after assembly with asphalt mastic on outside of the structure. 3.02 CONSTRUCTION METHODS A Excavate in accordance with Section 02318 —Excavation and Backfill for Utilities Make trenches for pipes,pipe arches,underpasses or box culverts of sufficient width to provide free working space for erection and thorough tamping of backfill and bedding material under and around the structure. If the quality of the native soil is less than that of the proposed backfill material,extended the excavation to each side of the barrel,a minimum horizontal distance of half the span or two-thirds of the total rise,whichever is greater B Foundations, Structural Plate Structures with Metal Inverts Have these structures bedded in a foundation of sandy earth material carefully and accurately shaped to fit the lower part of the pipe for at least ten percent of its overall height. However, the length of bedding arch need not exceed the width of the bottom plate. Obtain uniform seating of corrugations on pipe bed by placing the sandy material at least 3 inches thick. For culverts, place bedding to full width of the invert. 1 Excavation in Rock: Where rock, in either ledge or boulder formation, is encountered, remove it below grade and replace with a compacted earth cushion having a thickness of not less than 1/2 inch per foot height of fill over top of the pipe, with the minimum allowable thickness of 12 inches and a maximum of 24 inches under the pipe. 2. Where the soil encountered at the established grade is a quicksand, muck or similar unstable material, remove and replace it in accordance with Section 02318— Excavation and Backfill for Utilities. When required, use special bedding as shown on Plans. 07/2006 02624-5 of 7 456 CITY OF PEARLAND STRUCTURAL PLATE CULVERT STRUCTURES C Foundations, Structural Plate Structures with Reinforced Concrete Footings. Form footings for these structures and finish them to true lines and grades as established by Engineer 1 Set anchors or slots for box culverts to true line and grade when placing concrete for each substructure unit. Conform to Section 03300—Cast-in-Place Concrete for placing substructure units. 2. Place footings entirely in rock,shale or similarly hard material,or on firm soil or compacted soil cushion. When part of the founding area is rock,undercut it and replace it with a minimum 12 inch thick compacted soil cushion. When a thin layer of soil is partially covering rock within the bearing area and when practical to do so, soil may be removed and footings placed directly on rock in accordance with details shown on Plans. D Erection. Install structural plate structures in accordance with Plans and manufacturer's recommendations 1 Coat any steel in Joints which is not protected by galvanizing with suitable bituminous coating. 2. Handle pipes and plates carefully to avoid damage to any protective coating. Repair damaged coatings. 3 For anchoring plates to headwalls or other concrete end treatment,use anchor bolts with 3/4 inch diameter by 6 inch minimum length on not more than 19-inch centers. 4 Do not place plates for arch structures until the concrete cement substructure has cured for a minimum of 3 days. 5 When all plates are in position, tighten nuts and bolts progressively and uniformly,beginning at one end of the structure. Tighten nuts a second time to a torque of not less than 150 ft-lbs nor more than 300 ft-lbs for steel bolts and not less than 100 ft-lbs nor more than 150 ft-lbs for aluminum bolts. If an impact wrench is used,check with a long-handled,structural or socket wrench or a torque wrench to ensure that they are properly tightened. Replace service bolts used in drawing the plates together with standard high strength bolts. E Shape Control. Furnish acceptable shape control devices for monitoring honzontal and vertical shape of structures Maintain the shape within two percent of design measurements span or rise,whichever is greater or 5 inches,whichever is less,during erection and backfilling. F Backfilhng: Perform backfilling and embankment construction around the pipe in accordance with Section 02318— Excavation and Backfill for Utilities, except as modified below 1 Within vertical planes 2 feet beyond the horizontal limits of the structure and until a minimum of 2 feet of cover has been compacted over the structure,only hand operated, mechanical tamping equipment shall be permitted. 2. Unless otherwise shown,no heavy earth moving equipment shall be permitted to haul over the structure until a minimum of 2 feet of permanent or temporary compacted fill has been placed. Remove and replace plates or structures damaged by equipment or backfilling operation. 07/2006 02624-6 of 7 457 CITY OF PEARLAND STRUCTURAL PLATE CULVERT STRUCTURES 3, During backfilhng, to avoid unequal pressures and produce uniformly compacted backfill material of uniform density throughout the length of the structure and ensure proper backfill under the structure. 4 Prior to adding each new layer of loose backfill material, until a minimum 2 feet of cover is obtained,an inspection will be made of the inside periphery of the structure to determine any local or unequal deformation caused by improper construction methods 5 Backfill the structure so that when backfill is complete the inside dimensions are within tolerances set forth in shape control. In the case of arches other than pipe arches when backfilhng is completed before headwalls are placed,place the first material midway between ends of the arch,forming as narrow a ramp as possible until the top of the arch is reached. Construct the ramp evenly from both sides. Thoroughly the backfilling material as it is placed. After two ramps-have been constructed to the top of the arch, deposit the remainder of backfill from the top of the arch both ways from the center,to the ends and as evenly as possible on both sides of the arch. If-headwalls are built before the arch is backfilled,place fill material first adjacent to one headwall until the top of the arch has been reached, after which fill shall be dumped from the top of the arch toward the other headwall, with care being taken to deposit material evenly on both sides of the arch. \6 For multiple structures,perform same backfill process for all structures more or less simultaneously Backfilling between barrels will usually require that the material be placed with a crane and bucket or other suitable equipment. Do not drop backfill material from a height or concentrated in such an amount prior to distribution over the top arc that damage to the flexible structure will result. Compact this backfill with hand-operated tampers or other equipment acceptable to Engineer END OF SECTION 07/2006 02624-7 of 7 458 CITY OF PEARLAND JACKING PIPE OR BOX Section 02628 JACKING PIPE OR BOX 1.0 GENERAL 1.01 SECTION INCLUDES A Descnption-Furnish and install pipe or box by jacking. B Direct Jacking Direct jacking of concrete box is a method of installing a Precast Reinforced Concrete Box (RCB) under roadways, railways, runway or highways in lieu of the open cut method.The box jacking procedure uses a PIPE OR BOX that is suitable to be jacked through the soil, sizes range from an end area of approximately 32 square feet to 144 square feet(8' x 4' to 12' x 12') Maximum jacking loads are controlled by pumping bentonite or suitable lubricants around the outside of the box during the jacking operation. Typically,jacks are oversized so they can be operated at a lower pressure and maintain a reserve jacking capacity It is common,although not mandatory,to use a 24-hour operation when pushing box,reducing the possibility that the box will freeze or"set"in the ground. C References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01450—Testing Laboratory Services 4 Section 02255 —Bedding, Backfill, and Embankment Materials 5 Section 02318—Excavation and Backfill for Utilities 6 Section 02415—Augering Pipe or Casing for Sewers 7 Section 01140—Contractor's Use of Premises D Referenced Standards- 1 American Society for Testing and Materials (ASTM) 2. ASTM C 76,"Standard Specification for Reinforced Concrete Culvert,Storm Drain, and Sewer Pipe 3 ASTM C 443, "Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets" 4 ASTM C 506,"Standard Specification for Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe" 5 ASTM C 877,"Standard Specification for External Sealing Bands for Concrete Pipe, Manholes, and Precast Box Sections" 6. ASTM C 507, "Standard Specification for Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer Pipe" 7 ASTM C 655, "Standard Specification for Reinforced Concrete D-Load Culvert, Storm Drain, and Sewer Pipe" 8 ASTM D 3350, "Standard Specification for Polyethylene Plastic Pipe and Fittings Matenals" 07/2008 02629- 1 of 8 459 CITY OF PEARLAND JACKING PIPE OR BOX 9 ASTM C 1433, "Standard Specification for Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers" 10 ASTM B 633, "Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel" 11 ASTM A 760, "Standard Specification for Corrugated Steel Pipe, Metallic- Coated for Sewers and Drains" 12. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A Measurement for storm sewers is on a linear foot basis taken along the center line of the pipe from center line to center line of manholes or from end to end of culverts,measured and complete in place. Separate measurement will be made for each type and size of pipe installed. B Payment for storm sewer includes pipe,earthwork,connections to existing manholes and pipe,accessories,equipment and execution required or incidental to storm sewer work. C Refer to Section 01200—Measurement and Payment Procedures 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals B Tunnel specialist to be performing the work on the job must submit a letter of qualification to the Owner outlining. 1 A successful history of direct jacking box, 2. Have successfully completed direct jack installations of equal or greater size and length, 3 Direct jack installation of pipe or box has been completed within the last two years, 4 List of Project Names and Owners with contact information for projects qualifying the Tunnel specialist. C Submit manufacturer's-literature for product specifications and installation instructions. D Submit product quality, material sources, and field quality information in accordance with this Section. 1.04 QUALITY ASSURANCE A The condition for acceptance will be a storm sewer that is watertight both in pipe-to-pipe Joints and in pipe-to-manhole connections. 1.05 PRODUCT DELIVERY, STORAGE AND HANDLING A Comply with manufacturer's recommendations 07/2008 02629-2 of 8 460 CITY OF PEARLAND JACKING PIPE OR BOX B Handle pipe,fittings,and accessories carefully with approved handling devices Do not drop or roll pipe off trucks or trailers. Materials cracked, gouged, chipped, dented, or otherwise damaged will not be approved for installation. C Store pipe and fittings on heavy timbers or platforms to avoid contact with the ground. D Unload pipe,fittings, and specials as close as practical to the location of installation to avoid unnecessary handling - E Keep interiors of pipe and fittings completely free of dirt and foreign matter 2.0 PRODUCTS 2.01 PIPE MATERIAL A Reinforced Concrete Box Must be "Jacking Quality" designed to withstand estimated jacking loads, Boxes with an end area greater than 50 square feet should be no longer than six (6) foot in length. B Joint Cushions Use 3/4" minimum thickness plywood cushions or other approved material, Use cushioning rings of single or multiple pieces. C Piping materials for storm sewers shall be of the sizes and types indicated on the Plans D Materials for pipe and fittings, other than those specified or referenced, may be considered for use in storm sewers. E For consideration of other materials, submit complete manufacturer's data including materials, sizes, flow carrying capacity, installation procedures, and history of similar installations to Engineer for pre-bid evaluations, if allowed, or as a substitution. 2.02 REINFORCED CONCRETE PIPE A Circular reinforced concrete pipe shall conform to requirements of ASTM C 76, for Class III wall thickness Joints shall be rubber gasketed conforming to ASTM C 443 B Reinforced concrete arch pipe shall conform to the requirements of ASTM C 506 for Class A-III. Joints shall conform to ASTM C 877 C Reinforced concrete elliptical pipe, either vertical or horizontal, shall conform to the requirements ofrASTM C 507 for Class VE-III for vertical or Class HE-III for horizontal. Joints shall be rubber gaskets conforming to ASTM C 8'77 D Reinforced concrete D-load pipe shall conform to the requirements of ASTM C 655 E When approved by the Engineer, high density polyethylene, corrugated drainage pipe meeting requirements of AASHTO M252 or M294 and ASTM D 3350,Hancor or equal. 2.03 PRECAST REINFORCED CONCRETE BOX SEWERS 07/2008 02629-3 of 8 461 CITY OF PEARLAND JACKING PIPE OR BOX A All box sewer sections shall conform to ASTM C1433, as indicated on the Plans. B All pipe and boxes shall be machine-made or cast by a process which will provide for uniform placement of concrete in the forms and compaction by mechanical devices which will assure a dense concrete. C Concrete shall conform to requirements of Section 03300—Cast-in-Place Concrete. D Concrete shall be mixed in a central batch plant or other batching facility from which the quality and uniformity of the concrete can be assured. Transit-mixed concrete is not acceptable 2.04 CORRUGATED METAL PIPE AND FITTINGS A Corrugated metal pipe may be galvanized steel,aluminized steel,aluminum or precoated galvanized steel as indicated on Plans and conforming to the following: Galvanized Steel AASHTO M218 Aluminized Steel AASHTO M274 Aluminum AASHTO M197 Precoated Galvanized Steel AASHTO M246 1 Reference to gauge of metal is to U S Standard Gauge for uncoated sheets. Tables in AASHTO M218 and AASHTO M274 list thicknesses for coated sheets in inches. The tables in AASHTO M197 list thicknesses in inches for clad aluminum sheets. B Coupling bands and other hardware for galvanized or aluminized steel pipe shall conform to requirements of AASHTO M36 for steel pipe and AASHTO M196 for aluminum pipe. 1 Coupling bands shall be not more than 3 nominal sheet thicknesses lighter than thickness of pipe to be connected and in no case lighter than 0 052 inch for steel or 0 048 inch for aluminum. 2 Coupling bands shall be made of same base metal and coating (metallic or otherwise) as pipe. 3 Minimum width of corrugated locking bands shall be as shown below for corrugations which correspond to end circumferential corrugations on pipes being joined. a. 10 ' inches wide for 2 Z/3 inch x 1/2-inch corrugations. b 12 inches wide for 3 inch x 1 inch corrugations. 4 Helical pipe without circumferential end corrugations will be permitted only when it is necessary to join a new pipe to an existing pipe which was installed with'no circumferential end corrugations. In this event pipe furnished with helical corrugations at ends shall be field jointed with either helically corrugated bands or with bands with projections (dimples) The minimum width of helical corrugated bands shall conform to the following. a. 12 inches wide for 1/2 inch-deep helical end corrugations b 14 inches wide for one inch-deep helical end corrugations. 07/2008 02629-4 of 8 462 CITY OF PEARLAND JACKING PIPE OR BOX 5 Bands with projections shall have circumferential rows of projections with one projection for each corrugation. Width of bands with projections shall be not less than the following. a. 12 inches wide for pipe diameters up to and including 72 inches. Bands shall have two circumferential rows of projections b 16 '/4 inches wide for pipe diameters of 78 inches and greater Bands shall have four circumferential rows of projections. 6 Bolts for coupling bands shall be 1/2 inch diameter Bands 12 inches wide or less will have a minimum of 2 bolts per end at each connection, and bands greater than 12 inches wide shall have a minimum of 3 bolts at each connection. 7 Galvanized bolts may be hot dip galvanized in accordance with requirements of AASHTO M 232,mechanically galvanized to provide same requirements as AASHTO M 232, or electro-galvanized per ASTM B 633, Type RS C Bituminous coated pipe or pipe arch shall be coated inside and out with a'bituminous coating which shall meet these performance requirements and requirements of AASHTO M190 1 Pipe shall be uniformly coated inside and out to a minimum thickness of 0 05 inch, measured on crests of corrugations. 2. Bituminous coating shall adhere to the metal so that it will not chip, crack, or peel during handling and placement;and shall protect pipe from corrosion and deterioration. 3 Where a paved invert is shown on Plans,pipe or pipe arch,in addition to fully- coated treatment described above,shall receive additional bituminous material, same as specified above, applied to the bottom quarter of circumference to form a smooth pavement. Maintain a minimum thickness of 1/8 inch above crests of corrugations D Furnish all fittings and specials required for bends, end sections, branches, access manholes, and connections to other fittings Design fittings and specials in accordance with Plans and ASTM A 760 Fittings and specials are subject to same internal and external loads as straight pipe. 3.0 EXECUTION 3.01 HYDRAULIC JACKING SYSTEM 1 Has main jacks mounted in jacking frame located in tunneling shaft; 2. Positions jacks at the"haunches" or four corners of the RCB, 3 Has jacking frame which successively pushes string of connected pipes following tunnel excavation towards receiving shaft; 4 Has sufficient jacking capacity to push tunneling shield and string of box through the ground, 5 Has capacity at least 25% percent greater than calculated maximum jacking load, 6 Develops uniform distribution(of jacking on end of box by use of a thrust transfer device and plywood cushions or"Kidney Ring", 07/2008 02629-5 of 8 463 CITY OF PEARLAND JACKING PIPE OR BOX 7 Use joint cushioning material, use 'h inch minimum thickness for pipe diameter 30 inches or less, use 3/4 inch minimum thickness for pipe diameter greater than 30 inches. Use 3/4 inch minimum thickness for all boxes 8 Uses hydraulic jacks which are individually controlled, 9 Uses even pressure to all jacks during operation. B Box Guides 1 - Should be sufficient to support the section of the pipe or box, 2. Should direct the pipe or box on the proper line and grade. C Tunnel Shield 1 Provides adequate protection for cutters and loaders at the face of the tunnel, 2. Conforms to the shape and size of the pipe or box, 3 May be a half or full shield. D Ventilation 1 Provide adequate air flow for workers inside the tunnel excavation, 2. Provide equipment with the ability to maintain a reasonable air temperature inside the tunnel excavation. E Other 1 Use other equipment as necessary to complete box jacking operations including,but not limited to,lighting,air compressor,and mud mixing system. 3.02 SHAFTS A Shaft 1 Shall be constructed in accordance with the OSHA 1926 standard,Pits should be large enough to accommodate the backstop, jacking equipment, muck removal equipment, and maintain a minimal walking room on either side. 2 Install pipe or box so there is no interference with the operation of street highway,railroad or other facility and no embankment or structure is weakened or damaged. 3 Immediately after installation of pipe or box, backfill shafts or trenches excavated to facilitate jacking,bonng or tunneling. B Backstop 1 Should be constructed to withstand anticipated jacking loads,Constructed out of steel, concrete and/or other approved material. 3.03 JACKING A Alignment 1 Place the entire jacking assembly in line with the direction and grade of the pipe or box, 2. Jack the pipe or box from the downstream end, whenever possible, 3 The final position of the box must not vary from the line and grade shown on the plans by more than one (1) inch in ten (10) feet; ' 4 Variation must be regular and in one direction, 07/2008 02629-6 of 8 464 CITY OF PEARLAND JACKING PIPE OR BOX 5 The final flow must be in the direction shown on the plans B Line and Grade Control 1 Use a construction laser to check line and grade after each time the pipe or box is pushed. C Excavation 1 Excavate the material at the face of the tunnel, 2. Excavation should conform to the shape and size of the pipe or box, 3 The excavation at the bottom of the box should maintain the desired grade of the tunnel, 4 If desired,over excavate to provide not more than two (2)inches of clearance for the upper portion of the box, 5 The distance the excavation extends beyond the end of the pipe or box or Tunnel shield must not exceed two (2) feet; 6 Decrease the distance of the excavation as necessary to maintain stability of the material being excavated, 7 Remove material through the pipe or box, 8 Force the box into the excavated area with the jacking equipment. D Face Control 1 Provide adequate face control as necessary for the existing soil conditions. E Box Lubrication 1 Provide and maintain box lubrication system adequate to reduce friction between the pipe or box and the surrounding soil, 2. Use high yield Wyoming bentonite, 3 Lubricate the pipe or box a minimum of twice per work shift; 4 Volume of mud pumped should be sufficient to fill over excavation. F Work Schedule 1 Maintain a standard work schedule as long as jacking loads allow; 2. As jacking loads increase, increase work schedule, 3 Use a 24 hour, 7 day week operation when necessary G Grouting 1 Pressure grout any over excavation of more than one (1) inch. H Box Repair 1 Repair any box damaged in dunng jacking operations. 2. Remove and replace any box damaged beyond repair at the Contractor's expense 3.04 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. 07/2008 02629-7 of 8 465 CITY OF PEARLAND JACKING PIPE OR BOX B In unpaved areas, grade surface as a uniform slope to pre construction conditions or better or natural grade as indicated on the Plans. END OF SECTION 07/2008 02629-8 of 8 466 CITY OF PEARLAND SAFETY END TREATMENTS Section 02629 SAFETY END TREATMENTS 1.0 GENERAL 1.01 SECTION INCLUDES A. Safety End Treatments for storm sewers. B References to Technical Specifications 1 Section 01200 - Measurement and Payment Procedures 2 Section 01350 - Submittals 3 Section 01450 -Testing Laboratory Services 4 Section 03300 - Cast-in-Place Concrete 5 Section 02255 -Bedding, Backfill and Embankment Materials 6 Section 02318 -Excavation and Backfill for Utilities 7 Section 02630 - Storm Sewers 8 Section 02631 -Precast Inlets, Headwalls and Wingwalls 9 Section 02633 - Cast-in-Place Inlets,Headwall and Wingwalls C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM C 76, "Standard and Specification for Reinforced Concrete Culvert, Storm Drain and Sewer Pipe" 2. Texas Department of Transportation(TX-DOT) , a. Item 467, Safety End Treatment. 1.02 MEASUREMENT AND PAYMENT A. Safety End Treatments of all types will be measured by each barrel of each structure end. B Payment for Safety End Treatments includes materials, earthwork, connections, and accessories. C Refer to Section 01200—Measurement and Payment Procedures. 5/2013 02629- 1 of 3 467 CITY OF PEARLAND ' SAFETY END TREATMENTS 1.03 SUBMITTALS A. Make submittals in accordance to Section 01350 - Submittals. B Submit manufacturer's literature for product specifications and installation instructions. i 1.04 TESTING A. Testing shall be performed under the provisions in Section 01450 - Testing Laboratory Services. 2.0 PRODUCTS 2.01 MATERIALS A. Concrete Class A concrete with minimum compressive strength of 4000 psi. B Reinforcing Steel. Conform to requirements of Section 03300 - Cast-in-Place Concrete. C Corrugated Metal Pipe. Prefabricated metal end sections. 2.02 PRECAST CONCRETE UNITS A. Fabricate Precast Units in accordance with Section 02631 -Precast Inlets, Headwalls and Wingwalls. B Furnish Precast Concrete Units as indicated on the plans. C Provide adequate lifting devices based on size and weight of the unit. 2.03 REINFORCED CONCRETE PIPE c A. Provide RCP mitered to the proposed slope B Reinforced Concrete Pipe shall conform to Section 02630 - Storm Sewers. 2.04 CORRUGATED METAL PIPE A. Provide galvanized steel prefabricated metal end sections. , 5/2013 -) 02629-2 of 3 468 CITY OF PEARLAND SAFETY END TREATMENTS B Corrugated Metal Pipe and Fittings shall conform to Section 02630 - Storm Sewers. 3.0 EXECUTION 3.01 STORAGE AND SHIPMENT A. Store Precast Units on a level surface. B Do not place any loads or ship Precast Units until the design strength is reached. 3.02 CAUSES FOR REJECTIONS A. Individual Units may be rejected due to fractures, cracks passing through the wall surfaces, surface defects or damages to galvanizing. Remove rejected Units from project and replace with acceptable Units at no additional cost to City 3.03 EXCAVATION,BEDDING AND BACKFILL A. Conform to requirements in Section 02318 - Excavation and Backfill for Utilities. B Take special precautions in placing and compacting the backfill to avoid any movement or damaged to the Units. C Bed Units on foundations of firm and stable material accurately shaped to conform to the Units. D Provide adequate means to lift and place the Units. 3.04 CONNECTIONS A. Make connections to new or existing facilities as needed, at no additional cost to City END OF SECTION 5/2013 02629-3 of 3 469 CITY OF PEARLAND STORM SEWERS Section 02630 STORM SEWERS 10 GENERAL 1 01 SECTION INCLUDES A. Storm sewers and appurtenances. B References to Technical Specifications. 1 Section 01200—Measurement and Payment Procedures 2 Section 01350—Submittals 3 Section 01450—Testing Laboratory Services 4 Section 03300—Cast-in-Place Concrete 5 Section 02255 —Bedding, Backfill, and Embankment Materials 6 Section 02318—Excavation and Backfill for Utilities 7 Section 02415 —Augermg Pipe or Casing for Sewers 8 Section 01140—Contractor's Use of Premises 9 Section 02629 - Safety End Treatments C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM C 76,"Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe b ASTM C 443,"Standard Specification for Joints for Concrete Pipe and Manholes,Using Rubber Gaskets" c ASTM C 506, "Standard Specification for Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe" d. ASTM C 877,"Standard Specification for External Sealing Bands for Concrete Pipe, Manholes, and Precast Box Sections" e ASTM C 507, "Standard Specification for Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer Pipe" f. ASTM C 655, "Standard Specification for Reinforced Concrete D- Load Culvert, Storm Drain, and Sewer Pipe" g. ASTM D 3350, "Standard Specification for Polyethylene Plastic Pipe and Fittings Materials" h. ASTM C 1433, "Standard Specification for Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers" i ASTM B 633, "Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel" ASTM A 760, "Standard Specification for Corrugated Steel Pipe, Metallic-Coated for Sewers and Drains" 5/2013 02630- 1 of 12 470 CITY OF PEARLAND STORM SEWERS 2. American Association of State( Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A. Measurement for storm sewers is on a linear foot basis taken along the center line of the pipe from center line to center line of manholes or from end to end of culverts, measured and complete in place. Separate measurement will be made for each type and size of pipe installed. B Payment for storm sewer includes pipe, earthwork,connections to existing manholes and pipe,accessories,equipment and execution required are incidental to storm sewer work. C Refer to Section 01200—Measurement and Payment Procedures 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions ofSection 01350 — Submittals. B Submit manufacturer's literature for product specifications and installation instructions. C Submit product quality,material sources, and field quality information in accordance with this Section. 1.04 TESTING A. Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 —Testing Laboratory Services and as specified in this Section. 1 05 QUALITY ASSURANCE A. The condition for acceptance will be a storm sewer that is watertight both in pipe-to- pipe, box-to-box Joints and in pipe-to-manhole connections and in box connections. 5/2013 02630-2 of 12 471 CITY OF PEARLAND STORM SEWERS 1.06 PRODUCT DELIVERY, STORAGE AND HANDLING A. Comply with manufacturer's recommendations. B Handle pipe, fittings, and accessories carefully with approved handling devices. Do not drop or roll pipe off trucks or trailers. Materials cracked,gouged,chipped,dented, or otherwise damaged will not be approved for installation. C Store pipe and fittings on heavy timbers or platforms to avoid contact with the ground. D Unload pipe,fittings,and specials as close as practical to the location of installation to avoid unnecessary handling. E. Keep interiors of pipe and fittings completely free of dirt and foreign matter 2.0 PRODUCTS 2.01 MATERIAL A. Materials for storm sewers shall be of the sizes and types indicated on the Plans. B Materials for pipe and fittings, other than those specified or referenced, may be considered for use in storm sewers. C For consideration of other materials, submit complete manufacturer's data including materials,sizes,flow carrying capacity,installation procedures,and history of similar installations to Engineer for pre-bid evaluations, if allowed, or as a substitution. 2.02 REINFORCED CONCRETE PIPE A. Circular reinforced concrete pipe shall conform to requirements of ASTM C 76, for Class III wall thickness. Joints shall be rubber gasketed conforming to ASTM C 443 B Reinforced concrete arch pipe shall conform to the requirements of ASTM C 506 for Class A-III. Joints shall conform to ASTM C 877 C Reinforced concrete elliptical pipe, either vertical or horizontal, shall conform to the requirements of ASTM C 507 for Class VE-III for vertical or Class HE-III for horizontal. Joints shall be rubber gaskets conforming to ASTM C 877 D Reinforced concrete D-load pipe shall conform to the requirements of ASTM C 655 5/2013 02630-3 of 12 472 CITY OF PEARLAND STORM SEWERS 2.03 PRECAST AND CAST-IN-PLACE REINFORCED CONCRETE BOX SEWERS A. All box sewer sections shall conform to ASTM C1433 B All pipe and boxes shall be machine-made or cast by a process which will provide for uniform placement of concrete in the forms and compaction by mechanical devices which will assure a dense concrete. C Concrete shall conform to requirements of Section 03300— Cast-in-Place Concrete with minimum compressive strength of 4000 psi. D Concrete shall be mixed in a central batch plant or other batching facility from which the quality and uniformity of the concrete can be assured. ,Transit-mixed concrete is not acceptable E. Make test specimens in test cylinders at the same time and in the same manner as the box sections they represent. Make a,minimum of 4 test cylinders for each day's production run and each mix design. Cure test cylinders in the same manner and for the same times as the boxes they represent. The producer must furnish all equipment required for testing concrete for boxes produced in a precasting plant. F For precast boxes,provide no more than 4 lifting holes in each section. Lifting holes may be cast, cut into fresh concrete after form removal, or drilled. Provide lifting holes of sufficient size for adequate lifting devices based on the size and weight of the box section. Do not use lifting holes larger than 3 in. in diameter Do not cut more than 1 longitudinal. G Rubber gaskted joints for precast reinforced concrete box culverts and sewers may be selected in lieu of boxes with preformed,flexible,mastic gasket material.When rubber gasket joints are selected, they shall meet the requirements of ASTM C 1677 for design of the joints, performance and joint tolerances. When selecting the rubber gasket Joint for box, neither filter fabric nor external Joint wrap shall be required. 2.04 CORRUGATED METAL PIPE AND FITTINGS A. Corrugated metal pipe may be galvanized steel, aluminized steel, aluminum or precoated galvanized steel as indicated on Plans and conforming to the following: Galvanized Steel AASHTO M218 Aluminized Steel AASHTO M274 Aluminum AASHTO M197 Precoated Galvanized Steel AASHTO M246 1 Reference to gauge of metal is to U S Standard Gauge for uncoated sheets. Tables in AASHTO M218 and AASHTO M274 list thicknesses for coated sheets in inches The tables in AASHTO M197 list thicknesses in inches for clad aluminum sheets. 5/2013 02630-4 of 12 473 CITY OF PEARLAND _ STORM SEWERS B Coupling bands and other hardware for galvanized or aluminized steel pipe shall conform to requirements of AASHTO M36 for steel pipe and AASHTO M196 for aluminum pipe. 1 Coupling bands shall be not more than 3 nominal sheet thicknesses lighter than thickness of pipe to be connected and in no case lighter than 0 052 inch for steel or 0 048 inch for aluminum. 2. Coupling bands shall be made of same base metal and coating (metallic or otherwise) as pipe. 3 Minimum width of corrugated locking bands shall be as shown below for corrugations which correspond to end circumferential corrugations on pipes being joined. a. 10 '/2 inches wide for 2 2A inch x 1/2-inch corrugations b 12 inches wide for 3 inch x 1 inch corrugations. 4 Helical pipe without circumferential end corrugations will be permitted only when it is necessary to join a new pipe to an existing pipe which was installed with no circumferential end corrugations. In this event pipe furnished with helical corrugations at ends shall be field jointed with either helically corrugated bands or with bands with projections (dimples) The minimum width of helical corrugated bands shall conform to the following: a. 12 inches wide for 1/2 inch-deep helical end corrugations. b 14 inches wide for one inch-deep helical end corrugations. 5 Bands with projections shall have circumferential rows of projections with one projection for each corrugation. Width of bands with projections shall be not less than the following: a. 12 inches wide for pipe diameters up to and including 72 inches. Bands shall have two circumferential rows of projections b 16 % inches wide for pipe diameters of 78 inches add greater Bands shall have four circumferential rows of projections. 6 Bolts for coupling bands shall be 1/2 inch diameter Bands 12 inches wide or less will have a minimum of 2 bolts per end at each connection, and bands greater than 12 inches wide shall have a minimum of 3 bolts at each connection. 7 Galvanized bolts may be hot dip galvanized in accordance with requirements of AASHTO M 232,mechanically galvanized to provide same requirements as AASHTO M 232, or electro-galvanized per ASTM B 633, Type RS 5/2013 02630-5 of 12 474 CITY OF PEARLAND STORM SEWERS C Bituminous coated pipe or pipe arch shall be coated inside and out with a bituminous coating which shall meet these performance requirements and requirements of AASHTO M190 1 Pipe shall be uniformly coated inside and out to a minimum thickness of 0 05 inch, measured on crests of corrugations 2. Bituminous coating shall adhere to the metal so that it will not chip, crack, or peel,during handling and placement;and shall protect pipe from corrosion and deterioration. 3 Where a paved invert is shown on Plans,pipe or pipe arch,in addition to fully- coated treatment described above,shall receive additional bituminous material, same as specified above, applied to the bottom quarter of circumference to form a smooth pavement. Maintain a minimum thickness of 1/8 inch above crests of corrugations. D Furnish all fittings and specials required for bends, end sections, branches, access manholes,and connections to other fittings. Design fittings and specials in accordance with Plans and ASTM A 760 Fittings and specials are subject to same internal and external loads as straight pipe 2.05 PIPE FABRICATION A. Steel Pipe. 1 Galvanized or aluminized steel pipe shall be full circle or arch pipe conforming to AASHTO M 36, Type I, Type IA, or Type II, as indicated on the Plans. 2 Fabrication with circumferential corrugations, lap joint construction with riveted or spot-welded seams,helical corrugations with continuous helical lock seam, or ultra-high frequency resistance butt-welded seams is acceptable B Aluminum Pipe. 1 Pipe shall conform to the requirements of AASHTO M 196,Type I,Type IA, circular pipe, or Type II,pipe arch as indicated on the Plans 2 Fabrication with circumferential corrugations, lap joint construction with riveted or spot-welded seams,or helical corrugations with a continuous helical lock seam. 3 Portions of aluminum pipe that will be in contact with concrete or metal other than aluminum, shall be insulated from these materials with a coating of bituminous material meeting requirements of AASHTO M 190 Extend coating a minimum distance of one foot beyond area of contact. 5/2013 02630-6 of 12 475 CITY OF PEARLAND STORM SEWERS C Precoated Galvanized Steel Pipe 1 Pipe shall be full circle or arch pipe conforming to AASHTO M 245, Type I, Type IA or Type II as indicated on the Plans. 2 Fabrication with circumferential corrugations, lap joint construction with riveted seams, or helical lock seams is acceptable 3 Inside and outside coating shall be a minimum of 10 mils. 2.06 SOURCE QUALITY CONTROL A. Tolerances Allowable casting tolerances for concrete units are plus or minus 1/4 inch from dimensions shown on the Plans. Concrete thickness in excess of that required will not constitute cause for rejection provided that such excess thickness does not interfere with proper jointing operations. B Precast Unit Identification. Mark date of manufacture and name or trademark of manufacturer clearly on the inside of inlet,headwall or wingwall. C Rejection. Precast units may be rejected for non-conformity with these specifications and for any of the following reasons 1 Fractures or cracks passing through the shell,except for a single end crack that do not exceed the depth of the joint. 2 Surface defects indicating honeycombed or open texture. 3 Damaged or misshaped ends, where such damage would prevent making a satisfactory joint. D Replacement: Immediately remove rejected units from the work site and replace with acceptable units. E. Repairs Occasional imperfections resulting from manufacture or accidental damage may be repaired if, in the opinion of the Engineer, repaired units conform to requirements of these specifications. 2.07 BEDDING, BACKFILL,AND TOPSOIL MATERIAL A. Bedding and Backfill Material. Conform to Plans and requirements of Sections 02255 —Bedding, Backfill, and Embankment Materials. 5/2013 02630-7 of 12 476 CITY OF PEARLAND STORM SEWERS 3.0 EXECUT,ION 3 01 PREPARATION A. Conform to requirements of Section 02318 —Excavation and Backfill for Utilities, 3 02 "Preparation" 3.02 EARTHWORK A. Excavate in accordance with requirements of Section 02318—Excavation and Backfill for Utilities, except where tunneling or jacking methods are shown on the Plans. When pipes are laid in a trench,the trench when completed and shaped to receive the pipe,shall be of sufficient width to provide free working space for satisfactory bedding and jointing and thorough tamping of backfill and bedding material under and around pipe. B Bed pipe in accordance with Plans and Specifications. When requested by Engineer, furnish a simple template for each size and shape of pipe for use in checking shaping of bedding. Template shall consist of a thin plate or board cut to match lower half of cross section. C Where rock in either ledge or boulder form exists below pipe,remove the rock below grade and replace with suitable materials so that a slightly yielding compacted earth cushion is provided below pipe a minimum of 12 inches thick. D Where soil encountered at established grade is quicksand, muck or similar unstable materials, such unstable soil shall be removed and replaced in accordance with requirements of Section 02318—Excavation and Backfill for Utilities. Do not allow cement stabilized materials for backfill to come into contact with any uncoated aluminum or aluminized pipe surface. E. After metal pipe structure has been completely assembled on proper line and grade and headwalls constructed when required by the drawing details,place selected material from excavation or borrow along both sides of the completed structures equally, in uniform layers not exceeding 6 inches in depth(loose measurement),wetted if required and thoroughly compacted between adjacent structures and between structure and sides of trench, or for a distance each side of structure equal to diameter of pipe Backfill material shall be compacted to the same density requirements as specified for adjoining sections of embankment in accordance with specifications. Above three-fourths point of structure,place uniformly on each side of pipe in layers not to exceed 12 inches. F Only hand operated tamping equipment will be allowed within vertical planes 2 feet beyond honzontal projection of outside surface of structure for backfilling, until a minimum cover of 12 inches is obtained. Remove and replace damaged pipe. G Do not permit heavy earth moving equipment to haul over structure until a minimum of 4 feet of permanent or temporary compacted fill has been placed. 5/2013 02630-8 of 12 477 CITY OF PEARLAND STORM SEWERS H. During backfilling, obtain uniform backfill material and uniform compacted density throughout length of structure so that unequal pressure will be avoided. Provide proper backfill under structure I. Prior to adding each new layer of loose backfill material,an inspection will be made of inside penphery of structure for local or unequal deformation caused by improper construction methods. Evidence of deformation will be reason for such corrective measures as may be directed by Engineer 3.03 CORRUGATED METAL PIPE INSTALLATION A. Place pipes on prepared foundation starting at outlet end. Join sections firmly together, with side laps or circumferential joints pointing upstream and with longitudinal laps on sides. B Metal in joints which is not protected by galvanizing or aluminizing shall be coated with an approved asphaltum paint. C Provide proper equipment for hoisting and lowering sections of pipe into trench without damaging pipe or disturbing prepared foundation and sides of trench. Pipe which is not in alignment or which shows undue settlement after laying,or is damaged, shall be taken up and relaid. D Multiple installations of corrugated metal pipe and pipe arches shall be laid with the center lines of individual barrels parallel. Unless otherwise indicated on the Plans, maintain the following clear distances between outer surfaces of adjacent pipes DIAMETER CLEAR DISTANCE BETWEEN PIPES PIPE ARCH OF PIPE FULL CIRCLE AND PIPE ARCH DESIGN NO 18" 1' 2" 2 24" 1' 5" 3 30" 1' 8" 4 36" 1' 11" 5 42" 2' 2" 6 48" 2' 5" 7 54" 2' 10" C. 8 60"—84" 3' 2" 9 90"— 120" 3' 5" 10 & Over E. Where extensions are attached to existing structures, install a proper connection between structure and existing as indicated on Plans, coat the connection with bituminous material when required. F When existing headwalls and aprons are indicated for reuse on the Plans,sever portion to be reused from the existing culvert, and relocate to prepared position. Damaged 5/2013 02630-9 of 12 478 CITY OF PEARLAND STORM SEWERS headwalls, aprons or pipes attached to the headwall,shall be restored to their original condition. 3.04 JOINTING A. Field joints shall maintain pipe alignment during construction and prevent infiltration of side material. B Coupling bands shall lap equally on pipes being connected to form a tightly-closed Joint. C Use corrugated locking bands to field join pipes furnished with circumferential corrugations including pipe with helical corrugations having reformed circumferential corrugations on ends. Fit locking bands into a minimum of one full circumferential corrugation of pipe ends being coupled. 3.05 CONCRETE PIPE INSTALLATION A. Install in accordance with the Plans and pipe manufacturer's recommendations and as specified in this Section. B Install pipe only after excavation is completed, the bottom of the trench shaped, bedding material is installed, and the trench has been approved by the Engineer C Install pipe to the line and grade indicated. Place pipe so that it has continuous bearing of barrel on bedding material and is laid in the trench so the interior surfaces of the pipe follow the grades and alignments indicated. D Install pipe with the spigot ends toward the direction of flow E. Form a concentric joint with each section of adjoining pipe so as to prevent offsets. F Place and drive home newly laid sections with come-a-long winches so as to eliminate damage to sections. Use of back hoes or similar powered equipment will not be allowed unless protective measures are provided and approved in advance by the Engineer G Keep the interior of pipe clean as the installation progresses. Where cleaning after laying the pipe is difficult because of small pipe size,use a suitable swab or drag in the pipe and pull it forward past each joint immediately after the joint has been completed. H. Keep excavations free of water during construction and until final inspection. I. When work is not in progress,cover the exposed ends of pipes with an approved plug to prevent foreign material from entering the pipe 5/2013 02630- 10 of 12 479 CITY OF PEARLAND STORM SEWERS 3.06 PRECAST AND CAST-IN-PLACE CONCRETE BOX SEWERS INSTALLATION A. Placement of Boxes when precast boxes are used to form multiple barrel structures, place the box sections in conformance with the plans or as directed. Place material to be used between barrels as shown on the plans or as directed. Unless otherwise authorized, start the laying of boxes on the bedding at the outlet end and proceed toward the inlet end with the abutting sections properly matched. Fit, match,and lay the boxes to form a smooth,uniform conduit true to the established lines and grades. For trench installations, lower the box sections into the trench 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 entenng the box as it is laid. Remove and re-lay, without extra compensation, boxes that are not in alignments or that show excessive settlement after laying. Form and place cast-in- place boxes in accordance with Section 03300 - Cast-in-Place Concrete B Connections and Stub Ends Make connections of boxes to existing boxes, pipes, 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. 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. C For precast boxes,fill lifting holes with mortar or concrete and cure. Precast concrete or mortar plugs may be used. 3.07 INSTALLATION OTHER THAN OPEN CUT A. For installation of pipe by augering,boring,or jacking pipe,conform to requirements of Section 02415 - Augering Pipe or Casing for Sewers. B Design pipe and box sewers for jacking,boring or tunneling considering the specific installation conditions such as the soil conditions, installation methods, anticipated deflection angles and jacking pressures. When requested, provide design notes and drawings signed by a Texas licensed professional engineer 3.08 CONNECTIONS A. Connect inlet leads to the inlets as shown on the Plans. Use non-shrink grout JOinting material as shown on the Plans Drawing or as approved. Make connections water tight. 5/2013 02630- 11 of 12 480 CITY OF PEARLAND STORM SEWERS 3.09 FINISHES A. Cut off inlet leads neatly at the inside face of inlet wall. Point up with mortar or field galvanizing. B When the box section of the inlet has been completed,shape the floor of the inlet with mortar to conform to the detailed Plans. C Finish concrete surfaces in accordance with requirements of Section 03300—Cast-in- Place Concrete 3.10 BACKFILL A. Backfill the trench only after pipe and box sewer installation is approved by the Engineer B Bed pipes with materials conforming to requirements of Section 02318—Excavation and Backfill for Utilities and as indicated on Plans. C Backfill and compact soil in accordance with Section 02318—Excavation and Backfill for Utilities. 3.11 INSPECTION A. Remove and replace all nonconforming work at no additional cost to City 3.12 SAFETY END TREATMENTS (SET) A. Install safety end treatments in accordance with Section 02629 and as indicated on the plans. Use only approved pre-cast SET's with cross bars. 3 13 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 In unpaved areas,grade surface as a uniform slope to natural grade as indicated on the Plans. END OF SECTION 5/2013 02630- 12 of 12 481 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS Section 02631 PRECAST INLETS, HEADWALLS, AND WINGWALLS 1.0 GENERAL 1.01 SECTION INCLUDES A. Precast concrete inlets for storm or sanitary sewers,including cast iron frame and plate or grate B Precast concrete headwalls and wingwalls for storm sewers. C References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2 Section 01350—Submittals 3 Section 01630—Product Options and Substitution 4 Section 03300—Cast-in-Place Concrete 5 Section 02542—Concrete Manholes and Accessories 6 Section 02318—Excavation and Backfill for Utilities D Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM C 76,"Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe b ASTM C 270, "Standard Specification for Mortar for Unit Masonry" E Definitions 1 Normal Depth Type A,Type B,Type C and Type E Inlets-depth of 2.25 feet or less(2'3")plus pipe inside diameter when measured from grating,bottom of gutter, or throat to flow line of inlet lead. 2 Normal Depth Type BB Inlet - depth of 2.55 feet (2' 6% ") plus pipe inside diameter when measured from curb beam to flow line of inlet lead. 3 Extra Depth Inlet - specified depth exceeding normal depth for the type inlet used. 5/2013 02631 - 1 of 5 482 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 1.02 MEASUREMENT AND PAYMENT A. Measurement for normal depth inlets is on a per each basis, complete in place. B When extra depth is specified-on the Plans,measurement for extra depth inlets is on a vertical foot basis for each foot in excess of normal depth,measured and complete in place. C Measurement for headwalls and wingwalls is on a per each basis, complete in place D Payment for inlets and for culvert headwalls and wingwalls includes connection of lines, and furnishing and installing frames, grates, rings and covers. E. Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit Shop Drawings for approval of design and construction details for precast concrete inlets, headwalls and wmgwalls. C Submit proposals for using equivalent construction products or processes according to Section 01630—Product Options and Substitution. D Submit manufacturer's data and details for frames, grates, rings, and covers. 1.04 STORAGE AND SHIPMENT A. Store precast units on level blocking. Do not place loads on them until design strength is reached. Shipment of acceptable units may be made when the 28 day strength requirements have been met. 2.0 PRODUCTS 2.01 MATERIALS A. Concrete Concrete for precast machine-made units meeting requirements of ASTM C 76 regarding reinforced concrete, cement, aggregate, mixture, and concrete test. Minimum 28-day compressive strength shall be 4,000 psi. B Reinforcing steel. Conform to requirements of Section 03300 — Cast-in-Place Concrete Place reinforcing steel to conform to details shown on Plans and as follows. 5/2013 02631 -2 of 5 483 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 1 Provide a positive means for holding steel cages in place throughout production of concrete units. The maximum variation in reinforcement position is plus or minus 10 percent of wall thickness or plus or minus 1/2 inch whichever is less. Regardless of variation, the minimum cover of concrete over reinforcement as shown on the Plans shall be maintained. 2 Welding of reinforcing steel is not permitted unless noted on the Plans. C Mortar Conform to requirements of ASTM C 270„Type S using Portland cement. D Miscellaneous metal Cast-iron frames and plates conforming to requirements of Section 02542—Concrete Manholes and Accessories 2.02 SOURCE QUALITY CONTROL A. Tolerances Allowable casting tolerances for concrete units are plus or minus 1/4 inch from dimensions shown on the Plans. Concrete thickness in excess of that required will not constitute cause for rejection provided that such excess thickness does not interfere with proper jointing operations. B Precast Unit Identification. Mark date of manufacture and name or trademark of manufacturer clearly on the inside of inlet, headwall or wingwall. C Rejection. Precast units may be rejected for non-conformity with these specifications and for any of the following reasons 1 Fractures or cracks passing through the shell,except for a single end crack that does not exceed the depth of the joint. 2 Surface defects indicating honeycombed or open texture. 3 Damaged or misshaped ends, where such damage would prevent making a satisfactory Joint. D Replacement: Immediately remove rejected units from the work site and replace with acceptable units. E Repairs Occasional imperfections resulting from manufacture or accidental damage may be repaired if, in the opinion of the Engineer, repaired units according to requirements of these specifications. 5/2013 02631 -3 of 5 484 - CITY OF PEARLAND PRECAST INLETS,HEADWALLS, AND WINGWALLS 30 EXECUTION 3 01 EXAMINATION A. Verify lines and grades are correct. B Verify compacted subgrade will support loads imposed by inlets. 3.02 INSTALLATION A. Install inlets,headwalls,and wingwalls complete in place to the dimensions,lines and grades as shown on the Plans. B Excavate in accordance with requirements of Section 02318—Excavation and Backfill for Utilities. C Bed precast concrete units on cement stabilized sand on foundations of firm, stable material accurately shaped to conform to the shape of unit bases. D Provide adequate means to lift and place concrete units. 3.03 FINISHES A. Use a cement-sand mortar mix to seal joints, fill lifting holes, and as otherwise required. B When the box section of the inlet has been completed,shape the floor of the inlet with mortar to conform to Plans details. C Accurately adjust cast iron inlet plate frames to line,grade,and slope Grout frame in place with mortar 3.04 INLET WATERTIGHTNESS A. Test each inlet for leaks. Verify that inlets are free of visible leaks. Repair leaks in an approved manner 3 05 CONNECTIONS A. Connect inlet leads to the inlets as shown on the Plans. Use non-shrink jointing material as shown on the Plans or as approved. Make connections water tight. I 5/2013 02631 -4 of 5 485 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 3.06 BACKFILL A. Backfill the area of excavation surrounding each completed inlet, headwall or wingwall according to the requirements of Section 02318—Excavation and Backfill for Utilities. END OF SECTION 5/2013 02631 -5 of 5 486 CITY OF PEARLAND CAST-IN-PLACE INLETS, HEADWALLS, AND WINGWALLS Section 02632 CAST-IN-PLACE INLETS, HEADWALLS, AND WINGWALLS 10 GENERAL 1.01 SECTION INCLUDES A. Cast-in-place inlets for storm or sanitary sewers,including cast iron frame and plate or grate. B Cast-in-place headwalls and wingwalls for storm sewers. C References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2 Section 01350—Submittals 3 Section 03300—Cast-in-Place Concrete 4 Section 02603 —Frames, Grates, Rings, and Covers 5 Section 02318 —Excavation and Backfill for Utilities D. Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" E. Definitions 1 Normal Depth Type A,Type B,Type C and Type E Inlets-Depth of 2.25 feet or less(2'3")plus pipe inside diameter when measured from grating,bottom of gutter, or throat to flow line of inlet lead. 2. Normal Depth Type BB Inlet - Depth of 2.55 feet (2' 6%") plus pipe inside diameter when measured from curb beam to flow line of inlet lead. 3 Extra Depth Inlet- Specified depth exceeding normal depth for the type inlet used. 1.02 MEASUREMENT AND PAYMENT A. Measurement for normal depth inlets is on a per each basis, complete in. B Measurement for extra depth inlets is on a vertical foot basis for each foot in excess of normal depth, measured and complete in place C Measurement for headwalls and wingwalls is on a per each basis, complete in place. 5/2013 02632- 1 of 3 487 CITY OF PEARLAND CAST-IN-PLACE INLETS, HEADWALLS,AND WINGWALLS D Payment for inlets and for culvert headwalls and wingwalls includes connection of lines and furnishing and installing frames, grates, rings and covers. E. Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit Shop Drawings for approval of design and construction details for cast-in-place units which differ from units shown on Plans. C Submit manufacturer's data and details for frames, grates, rings, and covers. 2.0 PRODUCTS 2.01 MATERIALS A. Concrete Class A concrete with minimum compressive strength of 4000 psi conforming to requirements of Section 03300 — Cast-in-Place Concrete, unless otherwise indicated on Plans or approved by the Engineer B Reinforcing steel Conform to requirements of Section 03300 — Cast-in-Place Concrete. C Mortar Conform to requirements of ASTM C 270, Type S using Portland cement. D Miscellaneous metals Cast-iron frames, grates, rings, and covers conforming to requirements of Section 02603 —Frames, Grates, Rings, and Covers. 3.0 EXECUTION 3 01 EXAMINATION A. Verify lines and grades are correct. B Verify compacted subgrade will support loads imposed by inlets. 3.02 INSTALLATION A. Construct inlets,headwalls,and wingwalls complete in place to the dimensions,lines and grades as shown on Plans. 5/2013 02632-2 of 3 488 CITY OF PEARLAND CAST-IN-PLACE INLETS, HEADWALLS,AND WINGWALLS B Excavate in accordance with requirements of Section 02318—Excavation and Backfill for Utilities. C The box section of inlet may be constructed of Class A concrete. D Forms will be required for both the outside and inside faces of concrete inlet walls, however,if the nature of the material excavated for the inlet is such that it can be hand trimmed to a smooth vertical face,the outside forms may be omitted with approval of the Engineer E Place reinforcing steel to conform to details shown on the Plans. Provide a positive means for holding steel cages in place during concrete placement. Welding of reinforcing steel is not permitted unless noted on the Plans. The maximum variation m reinforcement position is plus or minus 10 percent of wall thickness or plus or minus 1/2 inch whichever is less. Regardless of variation, the minimum cover of concrete over reinforcement as shown on the Plans shall be maintained. F Chamfer exposed edges unless otherwise indicated on Plans. 3.03 FINISHES A. Cut off inlet leads neatly at the inside face of inlet wall. Point up with mortar B When the box section of the inlet has been completed,shape the floor of the inlet with mortar to conform to the detailed Plans. C Finish concrete surfaces in accordance with requirements of Section 03300—Cast-in- Place Concrete. 3.04 INLET WATERTIGHNESS A. Verify that inlets are free of visible leaks. Repair leaks in an approved manner 3.05 BACKFILL A. Backfill the area of excavation surrounding each completed inlet according to the requirements of Section 02318—Excavation and Backfill for Utilities. END OF SECTION 5/2013 02632-3 of 3 489 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES Section 02633 ADJUSTING MANHOLES,INLETS,AND VALVE BOXES 1.0 GENERAL 1.01 SECTION INCLUDES A Adjusting elevation of manholes, inlets, and valve boxes to new grades B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 03300—Cast-in-Place Concrete 4 Section 02542—Concrete Manholes and Accessories 5 Section 02318—Excavation and Backfill for Utilities 6 Section 02910—Topsoil 7 Section 02921 —Hydromulch Seeding C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" 1.02 MEASUREMENT AND PAYMENT A Measurement for adjusting utility structures to grade is on a lump sum basis for 1 Adjusting manholes 2. Adjusting inlets 3 Adjusting valve boxes B Refer to Section 01200 -Measurement and Payment Procedures. C Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 2.0 PRODUCTS 2.01 CONCRETE MATERIALS A For cast in place concrete, refer to Section 03300—Cast-in-Place Concrete. B For precast concrete manhole sections and adjustment rings,refer to Section 02542— Concrete Manholes and Accessories. C For mortar mix, conform to requirements of ASTM C 270, Type S using Portland cement. 07/2006 02633- 1 of 3 490 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES 2.02 CAST IRON ADJUSTING RINGS A For cast iron adjusting rings, refer to Section 02542 — Concrete Manholes and Accessories. 2.03 PIPING MATERIALS A For riser pipes and fittings, refer to applicable piping materials specifications in Sections 02542—Concrete Manholes and Accessories. 3.0 EXECUTION 3.01 EXAMINATION A Examine existing structure, valve box,frame and cover or inlet box,frame and cover or inlet,and piping and connections for damage or defects that would affect adjustment to grade. Report such damage or defects to the Engineer 3.02 ESTABLISHING GRADE A Coordinate grade related items with existing grade and finished grade or paving, and relate to established bench mark or reference line. 3.03 ADJUSTING MANHOLES AND INLETS A Elevation of manhole or inlet can be raised using precast concrete rings or metal adjusting nngs Use of'brick for adjustment to grade is prohibited. Elevation of manhole or inlet can be lowered by removing existing masonry,adjusting rings or the top section of the barrel below the new elevation and then rebuilding or raising the elevation to the proper height. B Grout inside and outside adjusting ring joints C Salvage and reuse cast iron frame and cover or grate D Protect or block off manhole or inlet bottom using wood forms shaped to fit so that no debris or soil falls to the bottom during adjustment. E Set the cast iron frame for the manhole cover or grate in a full mortar bed and adjust to the established elevation. In streets, adjust covers to be flush to 1/8 inch above pavement. F Verify that manholes and inlets are free of visible leaks as a result of reconstruction. Repair leaks in a manner subject to the Engineer's approval. 3.04 ADJUSTING VALVE BOXES A If usable, salvage and reuse valve box and surrounding concrete block. 07/2006 02633 -2 of 3 491 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES B Remove and replace 6 inch ductile iron riser pipe with suitable length for depth of cover required to establish the adjusted elevation to accommodate actual finish grade. C Reinstall in-kind adjustable valve box and riser piping plumbed in vertical position. Provide minimum 6 inches telescoping freeboard space between riser pipe top butt end and interior contact flange of valve box for vertical movement damping. D After valve box has been set, aligned, and adjusted so that top lid is level with final grade, pour a 24 inch by 24 inch by 8 inch thick concrete pad around valve box. Center valve box horizontally within concrete slab 3.05 BACKFILL AND GRADING A Backfill the area of excavation surrounding each adjusted manhole, inlet, and valve box and compact according to requirements of Section 02318 — Excavation and Backfill for Utilities. B Grade the ground surface to drain away from each manhole and valve box. Place earth fill around manholes to the level of the upper rim of the manhole frame. Place earth fill around the valve box concrete block. C In unpaved areas,grade surface at a uniform slope of 1 to 5 from the manhole frame to natural grade. Provide a minimum of 4 inches of topsoil conforming to requirements of Section 02910—Topsoil and seed in accordance with Section 02921—Hydromulch Seeding. END OF SECTION 07/2006 02633 -3 of 3 492 CITY OF PEARLAND BASE COURSE FOR PAVEMENT Section 02710 BASE COURSE FOR PAVEMENT 1.0 GENERAL 1 01 SECTION INCLUDES A. Base course of crushed stone, recycled crushed concrete base, cement-stabilized crushed stone,cement-stabilized bank-run gravel,recycled crushed stone and hot mix asphalt base course. B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2 Section 01350 - Submittals 3 Section 01450—Testing Laboratory Services 4 Section 02742—Prime Coat C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM C 131, "Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" b ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" c. ASTM C 150, "Standard Specification for Portland Cement" d. ASTM C 33, "Standard Specification for Concrete Aggregates" e ASTM D 1557, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort" f. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" g. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)" h. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 2 Texas Department of Transportation (TxDOT) a. Tex-101-E, "Preparing Soil and Flexible Base Materials for Testing" b Tex-110-E, "Particle Analysis of Soils" c Tex-120-E, "Soil-Cement Testing" d. Tex-106-E, "Calculating the Plasticity Index of Soils" e Tex-203-F, "Sand Equivalent Test" 5/2013 02710- 1 of 12 493 CITY OF PEARLAND BASE COURSE FOR PAVEMENT f. Tex-126-E,"Molding,Testing,and Evaluating Bituminous Black Base Material" g. Tex-204-F, "Design of Bituminous Mixtures" h. Tex-208-F, "Test for Stabilometer Value of Bituminous Material" i. Tex-227-F, "Theoretical Maximum Specific Gravity of Bituminous Mixtures" Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004 Adoption 1) Item 340, "Dense-Graded Hot-Mix Asphalt (Method)" 1.02 MEASUREMENT AND PAYMENT A. Measurement for base course is on a square yard basis. Separate measurement will be made for each different required thickness of base course. B When required by Section 01100—Summary of Work,unit price adjustments shall be made for insufficient in-place depth determined by cores as follows 1 Adjusted unit price shall be reduced by a ratio of average thickness determined by cores to thickness bid upon, times unit price bid. 2 Adjustment shall apply to lower limit of 90 percent of unit price bid. C Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit samples of crushed stone,gravel,crushed concrete and soil binder for testing. C Submit weight tickets,certified by supplier,with each bulk delivery of cement to work site D Submit manufacturer's description and characteristics for pug mill and associated equipment, spreading machine, and compaction equipment for approval. E Submit manufacturing description and characteristics of spreading and finishing machine for approval. 104 TESTING A. Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the 5/2013 02710-2 of 12 494 , CITY OF PEARLAND BASE COURSE FOR PAVEMENT provisions of Section 01450 —Testing Laboratory Services and as specified in this Section. 1.05 DELIVERY, STORAGE,AND HANDLING A. Stockpiles shall be made up of layers of processed aggregate materials. Load material by making successive vertical cuts through entire depth of stockpile Comply with applicable requirements of Section 01600 — Material and Equipment and Section 02255—Bedding,Backfill, and Embankment Material. 2.0 PRODUCTS 2.01 CRUSHED STONE FLEXIBLE BASE COURSE A. Crushed Stone Material retained on the No 40 Sieve meeting the following requirements 1 Durable particles of crusher-run broken limestone,sandstone,gravel or granite obtained from an approved source 2 Los Angeles abrasion test percent of wear not to exceed 40 when tested in accordance with ASTM C 131 B Soil Binder Material passing the No 40 Sieve meeting the following requirements when tested in accordance with ASTM D 4318 1 Maximum Liquid Limit: 40 2 Maximum Plasticity Index. 12. 3 Maximum Lineal Shrinkage 7(when calculated from volumetric shrinkage at liquid limit) C Mixed Materials shall meet the following requirements 1 Minimum compressive strength of 35 psi at 0 psi lateral pressure and 175 psi at 15 psi lateral pressure using triaxial testing procedures. 2 Grading in accordance with Tex-101-E(and Tex-110-E within the following limits SIEVE PERCENT RETAINED 1 3/4-inch 0 to 10 No 4 45 to 75 No 40 60 to 85 5/2013 02710-3 of 12 495 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 2.02 CEMENT STABILIZED BASE COURSE A. Cement: ASTM C 150 Type I, bulk or sacked. B Water. Clean, clear; and free from oil, acids, alkali, or vegetable matter C Crushed Stone material retained on the No 40 Sieve meeting the following requirements. 1 Durable particles of crusher-run broken limestone obtained from an approved source 2. Los Angeles abrasion test percent of wear not to exceed 40 when tested in accordance with ASTM C 131 D Gravel Durable particles of bank-run gravel or processed material. E. Soil Binder Material passing the No 40 Sieve meeting the following requirements when tested in accordance with ASTM D 4318 1 Maximum Liquid limit: 35 2 Maximum Plasticity index 10 F Mixed aggregate and soil binder shall meet the following requirements 1 Grading in accordance with Tex-101-E and Tex-110-E within the following limits PERCENT RETAINED SIEVE CRUSHED PROCESSED GRAVEL BANKRUN STONE GR.1 GR.2 GRAVEL 1 3/4-inch 0 to 10 0 to 5 - 0 to 5 1/2-inch - - 0 No 4 45 to 75 30 to 75 15 to 35 30 to 75 No 40 55 to 80 60 to 85 55 to 85 65 to 85 2. Obtain prior permission from Engineer for use of additives to meet above requirements G Cut back asphalt: MC30 conforming to requirements of Section 02742—Prime Coat. H. Emulsified petroleum resin. EPR-1 Prime conforming to requirements of Section 02742—Prime Coat. 5/2013 02710-4 of 12 496 CITY OF PEARLAND BASE COURSE FOR PAVEMENT I. Design mix for minimum average compressive strength of 200 psi at 48 hours using Tex-120-E unconfined compressive strength testing procedures. Provide minimum cement content of 1-1/2 sacks,weighing 94 pounds each,per ton of mix. J Increase cement content if average compressive strength of tests on field samples fall below 200 psi. Refer to Part 3 concerning field samples and tests. K. Mix in stationary pug mill equipped with feeding and metering devices which shall add specified quantities of base material, cement, and water into mixer Dry mix base material and cement sufficiently to prevent cement balls from forming when water is added. L. Resulting mixture shall be homogeneous and uniform in appearance 2.03 CEMENT-STABILIZED RECYCLED CRUSHED CONCRETE BASE (RCCB) COURSE A. System Description. Provide RCCB with following performance 1 Minimum 5 percent cement. 2 Minimum Compressive Strength. 650 psi at 7 days following TxDOT Tex- 120-E. 3 Prepare concrete product in an on-or off-site pug mill, or in an on-or off-site portable concrete mixer B Preliminary Design. Prepare preliminary mix for 4 cement ratios, 5, 6, 7 and 8 percent. 1 Designate source of concrete for crushing. 2 Results of compression tests will be used by Engineer to select the final mix design. C Cement: ASTM C 150 Type I,II or III, bulk or sacked. D Water Potable. E. Aggregate Recycled Crushed Concrete. Material retained on the No 40 Sieve, and durable coarse particles of crusher-run reclaimed cured Portland cement concrete, obtained from an approved source. Organic material is prohibited. F Soil Binder (classified below) Meeting the following requirements when tested following TxDOT Tex-106-E 1 Maximum Liquid Limit: 35 2 Maximum Plasticity Index. 10 5/2013 02710-5 of 12 497 CITY OF PEARLAND BASE COURSE FOR PAVEMENT G Mixed Aggregate and Soil Binder Grading following Tex-101-E and Tex-110-E within the following limits SIEVE PERCENT RETAINED 1 3/4-inch 0 to 10 No 4 45to75 No 40 55 to 80, classified as "Soil Binder" 1 Obtain prior permission from Engineer for use of additives to meet above requirements • H. Asphaltic Seal Cure 1 Use following as Contractor's option to curing by sprinkling, at no additional cost or time 2. Cut-back asphalt: MC30 following Section 02742—Prime Coat. 3 Emulsified petroleum resin. EPR-1 Prime following Section 02742—Prime Coat. Material Mix and Mixing Equipment 1 Design mix for minimum compressive strength of 650 psi at 7 days following Tex-120-E,unconfined compressive strength. 2. Cement Ratio If compressive strength of field samples of installed products fails to meet strength requirements above, increase cement content in one percent increments up to a maximum of 8 percent. 3 Mix according to the requirement s of this Section, 2.03A, with metering devices adding specified quantities of crushed concrete,cement,and water into mixer Dry mix crushed concrete and cement to prevent cement balls from forming when water is added. Produce homogeneous and uniformly mixed product. 2.04 HOT MIX ASPHALT BASE COURSE (BLACK BASE) A. Coarse Aggregate Gravel or crushed stone,or combination thereof that is retained on No 10 sieve, uniform in quality throughout and free from dirt, organic, or other injurious matter occurring either free or as coating on aggregate Aggregate shall conform to ASTM C 33 except for gradation. Furnish rock or gravel with Los Angeles abrasion loss not to exceed 40 percent by weight when tested in accordance with ASTM C 131 5/2013 02710-6 of 12 498 CITY OF PEARLAND BASE COURSE FOR PAVEMENT B Fine Aggregate Sand or stone screenings, or combination thereof, passing No 10 sieve. Aggregate shall conform to ASTM C 33 except for gradation. Use sand composed of sound,durable stone particles free from loams or other injurious foreign matter Furnish screenings of same or similar material as specified for coarse aggregate Plasticity index of that part of fine aggregate passing No 40 sieve shall be not more than 6 when tested by Tex-106-E. Sand equivalent shall have a minimum value of 45 when tested by Tex-203-F C Composite Aggregate Conform to the grading limits of TxDOT Item 340 for the paving type indicated on the Plans. D Asphaltic Material. Moisture-free homogeneous material which will not foam when heated to 347°F, meeting the following requirements VISCOSITY GRADE TEST AC-10 AC-20 min. max. min. max. Viscosity, 140°F stokes 1000 ±200 2000 ±400 Viscosity, 275°F stokes 1.9 - 2 5 - Penetration, 77°F, 100 g, 5 sec 85 - 55 - Flash Point, C.E C , F 450 - 450 - Solubility in trichloroethylene,percent 99 0 - 99 0 - Tests on residues from thin film oven tests Viscosity, 140°F stokes - 3000 - 6000 Ductility, 77°F, 5 cms per min., ems 70 - 50 Spot tests Negative for all 1 Material shall not be cracked. 2. Engineer will designate grade of asphalt to use after design tests have been made. Use only one grade of asphalt after grade is determined by test design for prof ect. E Mixing Plant: Weight-batchmg or drum mix plant with capacity for producing continuously mixtures meeting specifications. Plant shall have satisfactory conveyors, power units, aggregate handling equipment, hot aggregate screens and bins, and dust collectors. Provide equipment to supply materials adequately in accordance with rated capacity of plant and produce finished material within specified tolerances. Following equipment is essential. 1 Cold aggregate bins and proportioning device 2 Dryer 3 Screens 5/2013 02710-7of12 499 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 4 Aggregate weight box and batchirig scales 5 Mixer 6 Asphalt storage and heating devices 7 Asphalt measuring devices 8 Truck scales F Bins Separate aggregate into minimum of four bins to produce consistently uniform grading and asphalt content in completed mix. G Mix. Employ and pay certified testing laboratory to prepare design mixes. Test in accordance with Tex-126-E, Tex-204-F, Tex-208-F, and Tex-227-F H. Density and Stability Requirements PERCENT DENSITY PERCENT HVEEM STABILITY PERCENT MIN MAX OPTIMUM NOT LESS THAN 95 99 97 35 I. Proportions for Asphaltic Material. As specified in TxDOT Item 340 for the mix type shown on the Plans. 3.0 EXECUTION 3.01 EXAMINATION A. Verify compacted subgrade is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PLACEMENT A. Do not mix and place cement stabilized base when temperature is below 40° F and falling. Base may be placed when temperature taken in shade and away from artificial heat is above 35°F and rising. B Place material on prepared subgrade m uniform layers to produce thickness indicated on Plans. Depth of layers shall not exceed 8 inches. Do not dump material in piles or windrows. C Spread with approved spreading machine. Conduct spreading so as to eliminate planes of weakness or pockets of non-uniformly graded matenal resulting from hauling and dumping operations. 5/2013 02710-8 of 12 500 CITY OF PEARLAND BASE COURSE FOR PAVEMENT D Provide construction joints between new material and stabilized base that has been in place 4 hours or longer Joints shall be approximately vertical. Form joint with a temporary header or make vertical cut of previous base immediately before placing subsequent base. E. Use only one longitudinal joint at center line under main lanes and shoulder Do not use longitudinal joints under frontage roads and ramps. F Place base so that projecting reinforcing steel from curbs remain at approximate center of base Secure a firm bond between reinforcement and base G Do not place asphaltic base when air temperature is below 50 F and falling. Base may be placed when air temperature taken in shade and away from artificial heat is above 40 F and rising. H. Haul prepared and heated asphaltic concrete mixture to project in tight vehicles previously cleaned of foreign material. Mixture shall be at temperature between 250° F and 325°F when laid. I. Spread material into place with approved mechanical spreading and finishing machine of screening or tamping type. Use track-mounted finish machine to place base course directly on earth subgrade. J Place base courses 4 inches or greater in thickness in two or more layers,each having compacted thickness of not greater than 4 inches. Spread all lifts. Attain smooth course of uniform density to section, line and grades as indicated on Plans K. Place courses as nearly continuously as possible. Pass roller over unprotected ends of freshly laid mixture only when mixture has become cooled. When work is resumed, cut back laid material to produce slightly beveled edge for full thickness of course. Remove old material which has been cut away and lay new mix against fresh cut. L. When new asphalt/concrete is laid against existing asphalt, existing asphalt/concrete shall be saw cut full depth to provide straight smooth joint. M. In restricted areas where use of paver is impractical, spread and finish asphalt by mechanical compactor Use wood or steel forms, rigidly supported to assure correct grade and cross section. Carefully place materials to avoid segregation of mix. Do not broadcast material. Remove any lumps that do not break down readily Place asphalt courses in same sequence as if placed by machine. 3 03 COMPACTION A. Start compaction as soon as possible but not more than 60 minutes from start of moist mixing. Compact loose mixture with approved tamping rollers until entire depth is uniformly compacted. Do not allow stabilized base to mix with underlying material. 5/2013 02710-9 of 12 501 CITY OF PEARLAND BASE COURSE FOR PAVEMENT B Correct irregularities or weak spots immediately by replacing material and recompacting. C Apply water to maintain moisture between optimum and 3 percent above optimum moisture as determined by ASTM D 1557 Mix in with a spiked tooth harrow or equal. Reshape surface and lightly scarify to loosen imprints made by equipment. D Remove and reconstruct sections where average moisture content exceeds ranges specified at time of final compaction. E. Finish by blading surface to final grade after compacting final course Seal with approved pneumatic tired rollers which are sufficiently light to prevent surface hair line cracking. Rework and recompact at areas where hair line cracking develops. F Compact to minimum density of 95 percent of modified Proctor density at a moisture content of treated material between optimum and 3 percent above optimum as determined by ASTM D 1557,unless otherwise indicated on the Plans. G Maintain surface to required lines and grades throughout operation. 3.04 CURING A. Moist cure for minimum of 7 days before adding pavement courses. Restrict traffic on base to local property access. Keep subgrade surface damp by sprinkling. B If indicated on Plans, cover base surface with a curing membrane as soon as finishing operation is complete. Apply with approved self-propelled pressure distributer at following rates, or as indicated on Plans. 1 MC30 0 1 gallon per square yard. 2 EPR-1 Prime 0 15 gallon per square yard. C Do not use cutback asphalt during the period of April 16 to September 15 3.05 TOLERANCES A. Completed surface shall be smooth and conform to typical section and established lines and grades. B Top surface of base course Plus or minus 1/4 inch in cross section, or in 16 foot length. 5/2013 02710- 10 of 12 502 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 3.06 FIELD QUALITY CONTROL A. At the direction of the Engineer, a minimum of one core will be taken at random locations per 1,000 linear feet per lane of roadway or 500 square yards of base to determine in-place depth. B Contractor may, at his own expense, request additional cores in the vicinity of cores indicating nonconforming in-place depths If the average of the tests falls below the required depth,place and compact additional material at no cost to the Owner C Compaction Testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 at a random location near each depth determination core. Rework and recompact areas that do not conform to compaction requirements at no additional cost to the Owner D Fill cores and density test sections with new compacted cement stabilized base. 3.07 NONCONFORMING PAVEMENT - A. Recompact pavement sections not meeting specified densities or replace them with new asphaltic concrete material. Replace with new material, sections of base course not meeting surface test requirements or having unacceptable surface texture. Patch asphalt pavement sections in accordance with procedures established by Asphalt Institute. B Remove and replace areas of asphaltic concrete base course found by cores to be deficient in thickness by more than 10 percent at no cost to Owner Use new asphaltic concrete base material of thickness shown on Plans. C Areas of asphaltic concrete base course found by cores to be deficient in thickness by less than 10 percent shall be remedied at the'Owner's direction by one of the following methods 1 Remove and replace using new asphaltic concrete base material of thickness shown on Plans and in accordance with the requirements of this Section at no cost to Owner 2. Reduce the Unit Price by the ratio of the average thickness (as determined by cores)to the thickness required. D No adjustments will be made for excess thickness. 3.08 PROTECTION OF THE WORK A. Maintain stabilized base in good condition until completion of work. Repair defects immediately by replacing base to full depth. 5/2013 02710- 11 of 12 503 CITY OF PEARLAND BASE COURSE FOR PAVEMENT B Protect the asphalt membrane,if used,from being picked up by traffic. The membrane may remain in place when proposed surface courses or other base courses are to be , applied. END OF SECTION / 5/2013 02710- 12 of 12 504 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT Section 02741 ASPHALTIC CONCRETE PAVEMENT 1.0 GENERAL 1 01 SECTION INCLUDES A. Surface courses of compacted mixture of coarse and fine aggregates and asphaltic material. B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2 Section 01350 - Submittals 3 Section 01450—Testing Laboratory Services 4 Section 02742—Prime Coat 5 Section 02743 —Tack Coat C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM C 33, "Standard Specification for Concrete Aggregates" b ASTM C 131, "Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" 2. Texas Department of Transportation (TxDOT) a. Tex-106-E, "Calculating the Plasticity Index of Soils" b Tex-203-F, "Sand Equivalent Test" c. Tex-126-E,"Molding,Testing,and Evaluating Bituminous Black Base Material" d. Tex-204-F, "Design of Bituminous Mixtures" e Tex-208-F, "Test for Stabilometer Value of Bituminous Material" f. Tex-207-F,_ "Determining Density of Compacted Bituminous Mixtures" g. Tex-227-F, "Theoretical Maximum Specific Gravity of Bituminous Mixtures" h. Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004 Adoption 1) Item 340, "Dense-Graded Hot-Mix Asphalt (Method)" 5/2013 02741 - 1 of 7 505 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT 1 02 MEASUREMENT AND PAYMENT A. Measurement for asphaltic concrete pavement is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B Payment for asphaltic concrete pavement includes all labor and materials required to complete placement as indicated on Plans. C Refer to Section 01200—Measurement and Payment Procedures. D Refer to this Section,3 07"Noncomforming Pavement"for unit price adjustments for deficient thickness. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit certificates that asphaltic materials and aggregates meet requirements of this Section. C Submit proposed design mix and test data for each type and strength of surface course in Work. D Submit manufacturer's description and characteristics of mixing plant for approval. E. Submit manufacturer's description and characteristics of spreading and finishing machine for approval. 1.04 TESTING A. Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 — Testing Laboratory Services and as specified in this Section. 2.0 PRODUCTS 2.01 MATERIALS A. Coarse Aggregate Crushed stone or gravel or combination thereof,that is retained on No 10 sieve, uniform in quality throughout and free from dirt, organic or other injunous matter occurring either free or as coating on aggregate Aggregate shall conform to ASTM C 33 except for gradation. Furnish rock or gravel with Los Angeles 5/2013 02741 -2 of 7 506 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT abrasion loss not to exceed 40 percent by weight when tested in accordance with ASTM C 131 B Fine Aggregate Sand or stone screenings or combination of both passing No 10 sieve. Aggregate shall conform to ASTM C 33 except for gradation. Use sand composed of sound,durable stone particles free from loains or other injurious foreign matter Furnish screenings of same or similar material as specified for coarse aggregate Plasticity index of that part of fine aggregate passing No 40 sieve shall be not more than 6 when tested by Tex-106-E. Sand equivalent shall have a minimum value of 45 when tested by Tex-203-F C Composite Aggregate Conform to the grading limits of TxDOT Item 340 for the paving type indicated on the Plans. D Asphaltic Material. Moisture-free homogeneous material which will not foam when heated to 347°F,meeting following requirements VISCOSITY GRADE AC-10 AC-20 TEST MIN MAX. MIN MAX. Viscosity, 140°stokes 1000 ±200 2000 ±400 Viscosity, 275° stokes 1 9 - 2.5 - Penetration, 77°, 100 g, 5 sec 85 - 55 - Flash Point, C 0 C , F 450 - 450 - Solubility in trichloroethylene,percent 99 0 - 99 0 - Tests on residues from thin film oven tests Viscosity, 140° stokes - '3000 - 6000 Ductility, 77°, 5 ems per mm., ems 70 - 50 - Spot tests Negative for all grades • 1 Material shall not be cracked. 2 The Engineer will designate grade of asphalt to use after design tests have been made. Use only one grade of asphalt after grade is determined by test design for project. 2.02 EQUIPMENT A. Mixing Plant: Weight-batching or drum mix plant with capacity for producing continuously mixtures meeting specifications. Plant shall have satisfactory conveyors, power units, aggregate handling equipment,hot aggregate screens and bins, and dust 5/2013 02741 -3 of 7 507 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT collectors. Provide equipment to supply materials adequately in accordance with rated capacity of plant and produce finished material within specified tolerances. Following equipment is essential. 1 Cold aggregate bins and proportioning device 2 Dryer 3 Screens 4 Aggregate weight box and batching scales. 5 Mixer 6 Asphalt storage and heating devices. 7 Asphalt measuring devices. 8 Truck scales. B Bins Separate aggregate into minimum of four bins to produce consistently uniform grading and asphalt content in completed mix. 2.03 MIXES A. Employ and pay certified testing laboratory to prepare design mixes. Test in accordance with Tex-126-E or Tex-204-F and Tex-208-F B Density and Stability Requirements PERCENT DENSITY PERCENT HVEEM STABILITY PERCENT MIN MAX. OPTIMUM NOT LESS THAN 95 99 97 35 C Proportions for Asphaltic Material. As specified in TxDOT Item 340 for the paving type shown on the Plans. 3.0 EXECUTION 3.01 EXAMINATION A. Verify compacted base course is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PREPARATION A. Prime Coat: If indicated on the Plans,apply a prime coat conforming to requirements of Section 02742—Prime Coat. Do not apply a tack coat until primed base has cured to satisfaction of the Engineer 5/2013 02741 -4 of 7 508 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT B Tack Coat: Conform to requirements of Section 02743 — Tack Coat. Where the mixture will adhere to the surface on which it is to be placed without use of a tack coat,tack coat may be eliminated if approved by the Engineer C Do not use cutback asphalt during the period of Apnl 16 to September 15 3.03 PLACEMENT A. , Do not place asphaltic mixture in rain or when air temperature is below 50° F and falling. Mixture may be placed when air temperature taken in shade and away from artificial heat is above 40 F and rising. B Haul prepared and heated asphaltic concrete mixture to the project in tight vehicles previously cleaned of foreign material. Mixture shall be at temperature between 250° F and 325°F when laid. C Spread material into place with approved mechanical spreading and finishing machine of screening or tamping type Use track-mounted finish machine to place base course directly on earth subgrade D Surface Course Material. Surface course 2 inches or less in thickness may be spread in one lift. Spread all lifts in such manner that,when compacted,finished course will be smooth,of uniform density, and will be to section,line,and grade as shown. Coincide construction joints on surface courses with lime lines, or as directed by the Engineer E Place courses as nearly continuously as possible Pass roller over unprotected ends of freshly laid mixture only when mixture has cooled. When work is resumed, cut back laid material to produce slightly beveled edge for full thickness of course Remove old material which has been cut away and lay new mix against fresh cut. F When new asphalt is laid against existing or old asphalt/mat, existing or old asphalt shall be saw cut full depth to provide straight smooth joint. G In restricted areas where use of paver is impractical, spread and finish asphalt by mechanical compactor Use wood or steel forms, rigidly supported to assure correct grade and cross section. Carefully place materials to avoid segregation of mix. Do not broadcast material. Remove any lumps that do not break down readily Place asphalt courses in same sequence as if placed by machine 3.04 COMPACTION A. Begin rolling while pavement is still hot and as soon as it will bear roller without undue displacement or hair cracking. Keep wheels properly moistened with water to prevent adhesion of surface mixture. Do not use excessive water 5/2013 02741 -5 of 7 509 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT B Compress surface thoroughly and uniformly, first with power-driven, 3-wheel, or tandem rollers weighing from 8 to 10 tons. Obtain subsequent compression by starting at side and rolling longitudinally toward center of pavement,overlapping on successive trips by at least one-half width of rear wheels. Make alternate trips slightly different in length. Continue rolling until no further compression can be obtained and all rolling marks are eliminated. Complete all rolling before mixture temperature drops below 175 F C Use tandem roller for final rolling. Double coverage with approved pneumatic roller' on asphaltic concrete surface is acceptable after flat wheel and tandem rolling has been completed. D Along walls,curbs,headers and similar structures,and in all locations not accessible to rollers, compact mixture thoroughly with lightly oiled tamps E Compact binder course and surface course to density not less than 93 percent of the maximum possible density of voidless mixture composed of same materials in like proportions. 3.05 TOLERANCES A. Furnish templates for checking surface in finished sections. Maximum deflection of templates, when supported at center, shall not exceed 1/8 inch. B Completed surface,when tested with 10-foot straightedge laid parallel to center line of pavement,shall show no deviation in excess of 1/8 inch in 10 feet. Correct any surface not meeting this requirement. 3.06 FIELD QUALITY CONTROL A. At the direction of the Engineer, minimum of one core may be taken at random locations per 1,000 feet per lane of roadway or 500 square yards of asphalt concrete pavement to determine in-place depth and density B In-place density will be determined m accordance with Tex-207-F and Tex-227-F from cores or sections of asphaltic base located near each core Other methods of determining in-place density,which correlate satisfactorily with results obtained from roadway specimens, may be used when approved by the Engineer C Contractor may,at his own expense,request three additional cores in vicinity of cores indicating nonconforming in-place depths. In-place depth at these locations shall be average depth of four cores D Fill cores and density test sections with new compacted asphaltic concrete pavement. 5/2013 02741 -6 of 7 510 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT 3.07 NONCONFORMING PAVEMENT A. Recompact pavement sections not meeting specified densities or replace them with new asphaltic concrete material. Replace with new material sections of surface course pavement not meeting surface test requirements or having unacceptable surface texture Patch asphalt pavement sections in accordance with procedures established by Asphalt Institute B Remove and replace areas of asphaltic concrete pavement found by cores to be deficient in thickness by more than 10 percent at no cost to Owner Use new asphaltic concrete pavement of thickness shown on Plans. C Areas of asphaltic concrete pavement found by cores to be deficient in thickness by less than 10 percent shall be remedied at the Owner's direction by one of the following methods 1 Remove and replace using new asphaltic concrete pavement of thickness shown on Plans and in accordance with the requirements of this Section at no cost to Owner 2 Reduce the Unit Price by the ratio of the average thickness (as determined by cores)to the thickness required. D No adjustments will be made for excess thickness. 3.08 PROTECTION OF THE WORK A. Do not open pavement to traffic until 12 hours after completion of rolling,or as shown on Plans. B Maintain asphaltic concrete pavement in good condition until completion of Work. C Repair defects immediately by replacing asphaltic concrete pavement to full depth at no cost to Owner END OF SECTION 5/2013 02741 -7 of 7 511 CITY OF PEARLAND CONCRETE PAVEMENT Section 02751 CONCRETE PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Portland Cement Concrete Pavement for Concrete Streets,Driveways and Sidewalks, Joints and Curing Materials B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01450—Testing Laboratory Services C Referenced Standards 1 Amencan Society for Testing and Materials (ASTM) a. ASTM C 150, "Standard Specification for Portland Cement" b ASTM C 94, "Standard Specification for Ready-Mixed Concrete" c ASTM C 33, "Standard Specification for Concrete Aggregates" d. ASTM C 131, "Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" e ASTM C 136, "Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates" f ASTM C 40, "Standard Test Method for Organic Impunties in Fine Aggregates for Concrete" g ASTM C 260 h. ASTM C 494, "Standard Specification for Chemical Admixtures for Concrete" i. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" ASTM D 994,"Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type)" k. ASTM D 1751,"Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction(Nonextruding and Resilient Bituminous Type) 1. ASTM D 6690, "Standard Specification for Joint and Crack Sealants, Hot-Applied, for Concrete and Asphaltic Pavements" m. ASTM C 39, "Standard Test Method for Compressive Strength of Concrete" n. ASTM C 31,"Standard Practice for Making and Curing Concrete Test Specimens in the Field" o ASTM C 143,"Standard Test Method for Slump of Hydraulic Cement Concrete" 08/2011 02751 - 1 of 15 r 512 CITY OF PEARLAND CONCRETE PAVEMENT p ASTM C 138,"Standard Test Method for Density(Unit Weight),Yield, and Air Content(Gravimetnc) of Concrete" q ASTM C 231,"Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method" r ASTM C 171, "Standard Specification for Sheet Materials for Curing Concrete" s. ASTM C 309, "Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete" t. ASTM C 42,"Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete" 2. Texas Department of Transportation (TxDOT) a. Tex-406-A, "Material Finer than 75-µm (No 200) Sieve in Mineral Aggregates (Decantation Test for Concrete Aggregates) b Tex-203-F, "Sand Equivalent Test" c Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004 Adoption 1) Item 438 "Cleaning and Sealing Joints and Cracks (Rigid Pavements and Bndge Decks)" 1.02 MEASUREMENT AND PAYMENT A Measurement for concrete paving is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B Payment includes all labor and materials required for installation of concrete paving, Joints and cunng material, as indicated on Plans C Refer to Section 01200—Measurement and Payment Procedures. D Refer to this Section,3.26"Noncomformmg Pavement"for unit pnce adjustments for deficient thickness. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. Submittals shall conform to requirements of Section 01350-Submittals. B Submit proposed mix design and test data for each type and strength of concrete in Work. Include proportions and actual compressive strength obtained from design mixes at required test ages. C Submit manufacturer's descnption and characteristics for mixing equipment, and for traveling form paver, if proposed for use, for approval. D Submit manufacturer's certificates giving properties of reinforcing steel. Provide specimens for testing when required by the Engineer 08/2011 02751 -2 of 15 513 CITY OF PEARLAND CONCRETE PAVEMENT E Submit product data for joint sealing compound and proposed sealing equipment for approval. F Submit samples of dowel cup,metal supports, and deformed metal strip for approval. 1.04 HANDLING AND STORAGE A Do not mix different classes of aggregate without wntten permission of the Engineer B Class of aggregate being used may be changed before or during Work with written permission of the Engineer New class shall comply with specifications. C Segregated aggregate will be rejected. Before using aggregate whose particles are separated by size, mix them uniformly to grading requirements D Aggregates mixed with dirt, weeds or foreign matter will be rejected. E Do not dump or store aggregate in roadbed. 2.0 PRODUCTS 2.01 MATERIALS A Portland Cement: 1 Sample and test cement to verify compliance with Standards of ASTM C 150, Type I or Type III. 2. Bulk cement which meets referenced standards may be used if the method of handling is approved by the Engineer When using bulk cement, provide satisfactory weighing devices. B Water Conform to requirements for water in ASTM C 94 C Coarse Aggregate Gravel or crushed stone, or combination thereof, which is clean, hard, durable, conforms to requirements of ASTM C 33, and has abrasion loss not more than 45 percent by weight when subjected to Los Angeles Abrasion Test(ASTM C 131) No pit run gravel will be allowed. 1 Maximum percentage by weight of deleterious substances shall not exceed following values PERCENT BY WEIGHT ITEM OF TOTAL SAMPLE MAXIMUM Clay lumps and friable particles 3 0 Matenal finer than 75-pm (No 200) sieve Concrete subject to abrasion. 3 0* 08/2011 02751 -3 of 15 514 CITY OF PEARLAND CONCRETE PAVEMENT All other concrete. 5 0* Coal and lignite. Where surface appearance of concrete is of 0.5 importance. All other concrete 1 0 * In case of manufactured sand, if material finer than 75-µm (No 200) sieve consists of dust of fracture, essentially free from clay or shale, these limits may be increased to 5 and 7 percent, respectively 2. Coarse aggregate(size 1 1/2 inch to No 4 sieve)shall conform to requirements of ASTM C 33 Gradation shall be within following limits when graded in accordance with ASTM C 136 SIEVE DESIGNATION (SQUARE OPENINGS) (PERCENTAGE BY WEIGHT) Retained on 1 3/4 inch sieve 0 Retained on 1 1/2 inch sieve 0 to 5 Retained on 3/4 inch sieve 30 to 65 Retained on 3/8 inch sieve 70 to 90 Retained on No 4 sieve 95 to 100 Loss by Decantation Test *Method Tex-406-A 1 0 maximum * In case of aggregates made primarily from crushing of stone, if material finer than 200 sieve is dust of fracture essentially free from clay or shale as established by Part III of Tex-406-A, percent may be increased to 1.5 D Fine Aggregate Sand,manufactured sand,or combination thereof,composed of clean, hard,durable,uncoated grains,free from loams or other injurious foreign matter Fine aggregate for concrete shall conform to requirements of ASTM C 33 Gradation shall be within following limits when graded in accordance with ASTM C 136 SIEVE DESIGNATION (PERCENTAGE BY WEIGHT) (SQUARE OPENINGS) Retained on 3/8 inch sieve 0 Retained on No 4 sieve 0 to 5 Retained on No 8 sieve 0 to 20 Retained on No 16 sieve 15 to 50 Retained on No 30 sieve 35 to 75 ( Retained on No 50 sieve 65 to 90 08/2011 02751 -4 of 15 515 CITY OF PEARLAND CONCRETE PAVEMENT Retained on No 100 sieve 90 to 100 Retained on No 200 sieve 97 to 100 1 When subjected to color test for organic impurities (ASTM C 40), fine aggregate shall not show color darker than standard color Fine aggregate shall be subjected to Sand Equivalent Test(Tex-203-F) Sand equivalent value shall not be less than 80,unless higher value is shown on Plans E Air Entraining Agent: Furnish an air entraining agent conforming to requirements of ASTM C 260 F Water Reducer Water reducing admixture conforming to requirements of ASTM C 494 may be used if required to improve the workability of concrete Amount and type of such admixture shall be subject to approval by the Engineer G Reinforcing Steel. 1 Provide new billet steel manufactured by open hearth process and conforming to ASTM A 615,Grade 60 Store steel to protect it from mechanical injury and rust. At time of placement,steel shall be free from dirt,scale,rust,paint,oil or other injurious materials. 2 Cold bend reinforcing steel to shapes shown. Once steel has been bent,it may not be rebent. 2.02 CONCRETE JOINTS A When allowed on the Plans, or with approval of the Engineer,Board Expansion Joint Material may be used. Filler board of selected stock. Use wood of density and type as follows 1 Clear, all-heart cypress weighing no more than 40 pounds per cubic foot,after being oven dried to constant weight. 2 Clear,all-heart redwood weighing no more than 30 pounds per cubic foot,after being oven dried to constant weight. 3 Use wood only when part of a load transmission device assembly B Unless specified otherwise,use Preformed Expansion Joint Material. Bituminous fiber and bituminous mastic composition matenal conforming to ASTM D 994 and ASTM D 1751 C Joint Sealing Compound. 1 Hot poured rubber-asphalt compound meeting the requirements of ASTM D 6690 2. When indicated on Plans, self-leveling Low Modulas Silicone sealant single component meeting the requirements of TxDOT Specification 438 D Load Transmission Devices 08/2011 02751 -5 of 15 516 7 CITY OF PEARLAND CONCRETE PAVEMENT 1 Smooth, steel dowel bars conforming to ASTM A 615, Grade 60 When indicated on Plans,encase one end of dowel bar in approved cap having inside diameter 1/16 inch greater than diameter of dowel bar 2. Deformed steel tie bars conforming to ASTM A 615, Grade 60 E Metal Supports for Reinforcing Steel and Joint Assembly Employ metal supports of approved shape and size that will secure reinforcing steel and joint assembly in correct position during placing and finishing of concrete. Space supports as directed by the Engineer 2.03 EQUIPMENT A Equipment: Conform to requirements of ASTM C 94 2.04 MIXING A Employ and pay certified testing laboratory to prepare mix designs Compressive strength shall be as specified using test specimens prepared in accordance with ASTM C 31 and tested in accordance with ASTM C 39 Contractor shall determine and measure batch quantity of each ingredient,including all water for batch designs and all concrete produced for Work. Mix shall conform to these specifications and other requirements indicated on,Plans. B Mix design to produce concrete'which will have a minimum compressive strength of 2500 psi at 7days and 3500 psi at 28 days. When high-early-strength cement is used,it shall reach a minimum compressive strength of 3500 psi at 7 days and 4000 at 28 days. Slump of concrete shall be at least 2 inch, but no more than 5 inches, when tested in accordance with ASTM C 143 1 Concrete pavement shall contain at least 5 1/2 sacks (94 pounds per sack) of cement per cubic yard,with not more than 6.5 gallons of water,net,per sack of cement (water cement ratio maximum 0.57) ,Cement content shall be determined in accordance with ASTM C 138 Addition of mineral filler may be used to improve workability or plasticity of concrete to limits specified. 2. Coarse dry aggregate shall not exceed 85 percent of loose volume of concrete. 3 Add air-entraining admixture to ensure uniform distribution of agent throughout batch. Base air content of freshly mixed air-entrained concrete upon trial mixes with materials to be used in Work, adjusted to produce concrete of required plasticity and workability Percentage of air entrainment in mix shall be 4 1/2 percent plus or minus 1 1/2 percent. Air content shall be determined by testing in accordance with ASTM C 231 4 Use retardant when temperature exceeds 90 degrees F Proportion shall be as recommended by manufacturer Use same brand as used for air-entraining agent. Add and batch material using same methods as used for air-entraining agent. Accelerators will not be allowed unless approved by the Engineer - J 08/2011 02751 -6 of 15 517 , CITY OF PEARLAND CONCRETE PAVEMENT 2.05 COVER MATERIALS FOR CURING A Curing materials shall conform to one of following. 1 Polyethylene Film. Opaque pigmented white film conforming to requirements of ASTM C 171 2. Waterproofed Paper Paper conforming to requirements of ASTM C 171 -3 Cotton Mats Single layer of cotton filler completely enclosed in cover of cotton cloth. Mats shall contain not less than 3/4 of a pound of uniformly distributed cotton filler per square yard of mat. Cotton cloth used for covering materials shall weigh not less than 6 ounces per square yard. Mats shall be stitched so that mat will contact surface of pavement at all points when saturated with water 4 Liquid Membrane-forming Compounds Liquid membrane-forming compounds shall conform to ASTM C 309 Membrane shall restrict loss of water to not more than 0.55 kg/m2 of surface in 72 hours. 3.01 EXECUTION 3.01 EXAMINATION A Venfy compacted base is ready to support imposed loads and meets compaction requirements. B Verify lines and grades are-correct. 3.02 PREPARATION A Properly prepare, shape and compact each section of subgrade before placing forms, reinforcing steel or concrete. After forms have been set to proper grade and alignment, use subgrade planer to shape subgrade to its final cross section. Check contour of subgrade with template. B Remove subgrade that will not support loaded form. Replace and compact subgrade to required density 3.03 EQUIPMENT A Alternate equipment and methods, other than those required by this article, may be used provided the Contractor demonstrates that equal, or better, results will be obtained. Maintain equipment for preparing subgrade and for finishing and compacting concrete in good working order Unless approved otherwise by the Engineer or the Plans, slip form paving methods shall be used. B Subgrade Planer and Template 1 Use subgrade planer with,adjustable cutting blades to trim subgrade to exact section shown on Plans. Select planer mounted on visible rollers which nde on forms. Planer frame must have sufficient weight so that it will remain on form 08/2011 02751 -7 of 15 518 CITY OF PEARLAND CONCRETE PAVEMENT , at all times, and have such strength and rigidity that, under tests made by changing support from wheels to center,planer will not develop deflection of more than 1/8 inch. Tractors used to pull planer shall not produce ruts or indentations in subgrade. When slip form method of paving is used, operate subgrade planer on prepared track grade or have it controlled by electronic sensor system operated from string line to establish horizontal alignment and elevation of subbase. 2. Provide template for checking contour of subgrade Template shall be long enough to rest upon side forms and have such strength and rigidity that, when supported at center, maximum deflection shall not exceed 1/8 inch. Fit template with accurately adjustable rods projecting downward at 1 foot intervals. Adjust these rods to gauge cross sections of slab bottom when template is resting on side forms C Texturing Equipment 1 Carpet Drag a. Provide a carpet drag mounted on a work bridge or a moveable support system. Provide a single piece of carpet of sufficient transverse length of carpet is in contact with the concrete being placed to produce the desired texture. D Machine Finisher Provide a power-driven,transverse finishing machine designed and operated to strike off and consolidate concrete Machine shall have two screeds accurately adjusted to crown of pavement and with frame equipped to ride on forms Use finishing machine with rubber tires if it operates on concrete pavement. E Hand Finishing: 1 Provide mechanical strike and tamping template 2 feet longer than width of pavement to be finished. Shape template to pavement section. 2. Provide two bridges to ride on forms and span pavement for finishing expansion and dummy joints. Provide floats and necessary edging and finishing tools. F Vibrators Furnish mechanically operated synchronized vibrators mounted on tamping bar which rides on forms and hand-manipulated mechanical vibrators. Furnish vibrators with frequency of vibration to provide maximum consolidation of concrete without segregation. 3.04 FORMS A Side Forms Use clean metal forms of approved shape and section. Preferred depth of form shall be equal to required edge thickness of pavement. Forms with depths greater or less than required edge thickness of pavement will be permitted,provided difference between form depth and edge thickness if not greater than 1 inch,and further provided that forms of depth less than pavement edge are brought to required edge thickness by securely attaching wood or metal strips to bottom of form,or by grouting under form. 08/2011 02751 -8 of 15 519 CITY OF PEARLAND CONCRETE PAVEMENT Bottom flange of form shall be same size as thickness of pavement. Aluminum forms are not allowed. All forms shall be approved by the Engineer Length of form sections shall be not less than 10 feet and each section shall provide for staking in position with not less than 3 pins Flexible or curved forms of wood or metal of proper radius shall be used for curves of 200 foot radius or less Forms shall have ample strength and shall be provided with adequate devices for secure setting so that when in-place they will withstand, without visible springing or settlement, impact and vibration of finishing machine. In no case shall base width be less than 8 inches for form 8 inches or more in height. Forms shall be free from warp, bends or kinks and shall be sufficiently true to provide reasonable straight edge on concrete. Top of each form section, when tested with straight edge, shall conform to requirements specified for surface of completed pavement. Provide sufficient forms for satisfactory placement of concrete. For short radius curves, forms less than 10 feet in length or curved forms may be used. For curb returns at street intersections and driveways, wood forms of good grade and quality may be used. B Form Setting: 1 Rest forms directly on subgrade Do not shim with pebbles or dirt. Accurately set forms to required grade and alignment and, during entire operation of placing, compacting and finishing of concrete, do not deviate from this grade and alignment more than 1/8 inch in 10 feet of length. Do not remove forms for at least 8 hours after completion of finishing operations Provide supply of forms that will be adequate for orderly and continuous placing of concrete. Set forms and check grade for at least 300 feet ahead of mixer or as approved by the Engineer 2. Adjacent slabs may be used instead of forms, provided that concrete is well protected from possible damage by finishing equipment. These adjacent slabs shall not be used for forms until concrete has aged at least 7 days. 3.05 REINFORCING STEEL AND JOINT ASSEMBLIES A Accurately place reinforcing steel and joint assemblies and position them securely as indicated on Plans. Wire reinforcing bars securely together at intersections and splices. Bars and coatings shall be free of rust, dirt or other foreign matter when concrete is placed. Place all reinforcing steel and secure to chairs. All reinforcing steel must be positively supported before pour begins B Place pavement joint assemblies at required locations and elevations, and rigidly secure all parts in required positions. Install dowel bars accurately in joint assemblies as shown, each parallel to pavement surface and to center line of pavement. Rigidly secure in required position to prevent displacement during placing and finishing of concrete. Accurately cut header boards,joint filler and other material used for forming joints to receive each dowel bar Drill dowels into existing pavement, secure with epoxy, and provide paving headers, as required, to provide rigid pavement sections. 08/2011 02751 -9 of 15 520 CITY OF PEARLAND CONCRETE PAVEMENT 3.06 PLACEMENT A Place concrete only in rain-free days when air temperature taken in shade and away from artificial heat is above 35 degrees F and rising. Concrete shall not be placed when temperature is below 40 degrees F and falling. Place concrete that is between 40 degrees F and 95 degrees F at the time of discharge. Do not exceed 60 minutes between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooling of aggregates and mixing water, using ice or placing at night,as necessary to maintain concrete temperature, as placed, below 95 degrees F Do not place when concrete temperature is above 95 degrees F at the time of discharge. B Place concrete within 60 minutes of mixing. Remove and dispose of concrete not placed within this period. C Concrete slump during placement shall be 2 to 5 inches,except when using traveling- form paver slump shall be a maximum of 3 inches D Deposit concrete rapidly and continuously on subgrade or subbase in successive batches. Distribute concrete to required depth and for entire width of placement in manner that will require as little rehandling as possible. Where hand spreading is necessary, distribute concrete with shovels or by other approved methods. Use only concrete rakes in handling concrete. At end of day or in case of unavoidable interruption of more than 30 minutes, place transverse construction joint at point of stopping work. Remove and replace sections less than 10 feet long. E Take special care in placing and spading concrete against forms and at longitudinal and transverse joints to prevent honeycombing. Voids in edge of finished pavement will be cause for rejection. 3.07 FINISHING A Finish concrete pavement with power-driven transverse finishing machines or by hand finishing methods. 1 Use transverse finishing machine to make at least two trips over each area. Make last trip continuous run of not less than 40 feet. After transverse screeding, use hand-operated longitudinal float to test and level surface to required grade. 2. Hand finish with mechanical strike and tamping template as wide as pavement to be finished. Shape template to pavement section. Move strike template forward in direction of placement, maintaining slight excess of material in front of cutting edge. Make at least two trips over each area. Screed pavement surface to required section. Work screed with combined transverse and longitudinal motion in direction work is progressing Maintain screed in contact with forms. Use longitudinal float to level surface 08/2011 02751 - 10 of 15 521 CITY OF PEARLAND CONCRETE PAVEMENT B On narrow stnps and transitions,finish concrete pavement by hand. Thoroughly work concrete around reinforcement and embedded fixtures. Strike off concrete with strike- off screed. Move strike-off screed forward with combined transverse and longitudinal motion in direction work is progressing,maintaining screed in contact with forms,and maintaining slight excess of materials in front of cutting edge. Tamp concrete with tamping template. Use longitudinal float to level surface C While concrete is still workable,give surface final belting to produce a uniform surface of gritty texture. Perform belting with short rapid transverse strokes having sweeping longitudinal motion. 3.08 JOINTS AND JOINT SEALING A When new work is adjacent to existing concrete, place joints at same location as existing joints in adjacent pavement. B If the limit of removal of existing concrete or asphaltic pavement does not fall on existing joint, saw cut existing pavement minimum of 1 1/2 inches deep to provide straight, smooth joint surface without chipping, spalhng or cracks 3.09 CONSTRUCTION JOINTS A Place transverse construction joint wherever concrete placement must be stopped for more than 30 minutes Place longitudinal construction joints at interior edges of pavement lanes using No 5 deformed tie bars,30 inches long and spaced 18 inches on centers. 3.10 EXPANSION JOINTS A Place 3/4 inch expansion joints at locations shown on Plans. Use no filler shorter than 6 feet. When pavement is 24 feet or narrower, use not more than 2 lengths of filler Secure pieces to form straight joint. Shape filler accurately to cross section of concrete slab Use load transmission devices of type and size shown on Plans. Seal with joint sealing compound. 3.11 CONTRACTION JOINTS A Place contraction joints at same locations as in adjacent pavement or at spaces indicated on Plans. Maximum spacing of contraction/construction joints,20 feet. Seal groove with joint sealing compound. 3.12 LONGITUDINAL WEAKENED PLANE JOINTS A Place longitudinal weakened plane joints at spaces indicated on Plans Seal groove with joint sealing compound. 08/2011 02751 - 11 of 15 522 CITY OF PEARLAND CONCRETE PAVEMENT 3.13 SAWED JOINTS A Contractor may use sawed joints as an alternate to contraction and weakened plane joints Circular cutter shall be capable of cutting straight line groove minimum of 1/2 inch wide Depth shall be one quarter of pavement thickness plus 1/2 inch. Commence sawing as soon as concrete has hardened sufficiently to permit cutting without chipping, spalling or tearing and prior to initiation of cracks. Once sawing has commenced, it shall be continued until completed. Make saw cut with one pass Complete sawing within 24 hours of concrete placement. Saw joints at required spacing consecutively in sequence of concrete placement. B Concrete Saw Provide sawing equipment adequate in power to complete sawing to required dimensions and within required time Provide at least one standby saw in good working order Maintain an ample supply of saw blades at work site at all times during sawing operations. Sawing equipment shall be on job at all times during concrete placement. 3.14 JOINTS FOR CURB,AND CURB AND GUTTER A Place 3/4 inch preformed expansion joints through curb and gutters at locations of expansion and contraction joints in pavement; at end of radius returns at street intersections and driveways, and at curb inlets Maximum spacing shall be 60 foot centers 3.15 JOINTS FOR CONCRETE DRIVEWAYS A Provide 3/4 inch expansion joints conforming to ASTM D 1751 across driveway in line with street face of sidewalks, at existing concrete driveways, and along intersections with sidewalks and other structures. Extend expansion joint matenal full depth of slab Where dowels are used, wrap or sleeve one end. 3.16 JOINT SEALING A Seal joints only when surface and joints are dry, ambient temperature is above 50 degrees F but less than 85 degrees F, and weather is not foggy or rainy B Joint sealing equipment shall be in first-class working condition, and be approved by the Engineer Use concrete grooving machine or power-operated wire brush and other equipment such as plow, brooms, brushes, blowers or hydro or abrasive cleaning as required to produce satisfactory joints C Clean joints of loose scale,dirt,dust and cunng compound. Term joint includes wide joint spaces, expansion joints, dummy groove joints or cracks, either preformed or natural. Remove loose material from concrete surfaces adjacent to joints 08/2011 02751 - 12 of 15 523 CITY OF PEARLAND CONCRETE PAVEMENT D Fill joints neatly with joint sealer to depth shown. Pour sufficient joint sealer into joints so that, upon completion, surface of sealer within joint will be 1/4 inch below level of adjacent surface or at elevation as directed. 3.17 CONCRETE CURING A Concrete pavement shall be cured by protecting it against loss of moisture for period of not less than 72 hours immediately upon completion of finishing operations. Do not use membrane cunng for concrete pavement to be overlaid by asphaltic concrete B Where cunng requires use of water,curing shall have prior right to all water supply or supplies Failure to provide sufficient cover material shall be cause for immediate suspension of concreting operations. 3.18 POLYETHYLENE FILM CURING A Immediately after finishing surface, and after concrete has taken its initial set, apply water in the form of a fine spray Cover surface with polyethylene film so film will remain in intimate contact with surface during specified curing period. B Cover entire surface and both edges of pavement slab Joints in film sheets shall overlap minimum of 12 inches Immediately repair tears or holes occurring during curing period by placing acceptable moisture-proof patches or by replacing. 3.19 WATERPROOFED PAPER CURING A Immediately after finishing surface, and after concrete has taken its initial set, apply water in form of fine spray Cover surface with waterproofed paper so paper will remain in intimate contact with surface during specified curing period. B Prepare waterproofed paper to form blankets of sufficient width to cover entire surface and both edges of pavement slab, and not be more than 60 feet in length. Joints in blankets caused by joining paper sheets shall lap not less than 5 inches and shall be securely sealed with asphalt cement having melting point of approximately 180 degrees F Place blankets to secure an overlap of at least 12 inches. Tears or holes appearing in paper during curing period shall be immediately repaired by cementing patches over defects. 3.20 COTTON MAT CURING A Immediately after finishing surface, and after concrete has taken its initial set, completely cover surface with cotton mats,thoroughly saturated before application,in such manner that they will contact surface of pavement equally at all points B Mats shall remain on pavement for specified cunng period. Keep mats saturated so that,when lightly compressed,water will drip freely from them. Keep banked earth or cotton mat covenng edges saturated. 08/2011 02751 - 13 of 15 524 CITY OF PEARLAND CONCRETE PAVEMENT 3.21 LIQUID MEMBRANE-FORMING COMPOUNDS A Immediately after finishing surface, and after concrete has taken its initial set, apply liquid membrane-forming compound in accordance with manufacturer's instructions. 3.22 TOLERANCES A Test entire surface before initial set and correct irregularities or undulations Bring surface within requirements of following test and then finish. Place 10 foot straightedge parallel to center of roadway to bridge any depressions and touch all high spots Do not permit ordinates measured from face of straight edge to surface of pavement to exceed 1/16 inch per foot from nearest point of contact. Maximum ordinate with 10 foot straightedge shall not exceed 1/8 inch. Grind spots in excess of requirements of this paragraph to meet surface test requirements Restore texture by grooving concrete to meet surface finishing specifications. 3.23 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 —Testing Laboratory Services. B Test Specimens Four test specimen cylinders for compressive strength tests will be made for each 150 cubic yards or less of pavement that is placed in one day Two specimens will be tested at 7 days. For failed 7-day tests, remaining two specimens will be tested at 28 days. Specimens will be made,cured and tested in accordance with ASTM C 31 and ASTM C 39 C Yield test will be made in accordance with ASTM C 138 for cement content per cubic yard of concrete If such cement content is found to be less than that specified per cubic yard, reduce batch weights until amount of cement per cubic yard of concrete conforms to requirements. D At the Engineer's direction a minimum of one 4-inch core may be taken at random locations per 1,000 feet per lane or 500 square yards of pavement to measure in-place depth. Each core may be tested for 28 day compressive strength according to methods of ASTM C 42. The 28 day compressive strength of each core tested shall be a minimum of 3000 pounds per square inch. E Contractor may,at his own expense,request three additional cores in vicinity of cores indicating nonconforming in-place depths In-place depth at these locations shall be the average of depth of four cores. F Fill cores and density test sections with new concrete paving or non shrink grout. 08/2011 02751 - 14 of 15 525 CITY OF PEARLAND CONCRETE PAVEMENT 3.24 NONCONFORMING PAVEMENT A Remove and replace areas of pavement found by cores to be deficient in thickness by more than 10 percent, or that fail compressive strength tests, with new concrete pavement of thickness shown on Plans at no cost to the Owner B Areas of concrete pavement found by cores to be deficient in thickness by less than 10 percent shall be remedied at the Owner's direction by one of the following methods 1 Remove and replace using new concrete pavement of thickness shown on Plans and in accordance with the requirements of this Section at no cost to Owner 2. Reduce the Unit Price by the ratio of the average thickness (as determined by cores) to the thickness required. C No adjustments will be made for excess thickness. 3.25 PAVEMENT MARKINGS A Restore pavement markings to match those existing in accordance with City of Pearland Standard Details and the Engineer's requirements. 3.26 PROTECTION A Barricade pavement section from use until concrete has attained minimum design strength. B On those sections of pavement to be opened to traffic,seal joints,clean pavement and place earth against pavement edges before permitting use by traffic Such opening of pavement to traffic shall not relieve Contractor from his responsibility for Work. C Maintain concrete paving in good condition until completion of Work. D Repair defects by replacing concrete to full depth. END OF SECTION 08/2011 02751 - 15 of 15 526 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS Section 02762 TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS 1.0 GENERAL 1.01 SECTION INCLUDES A Temporary retroreflective preformed pavement markings. B Wet retroreflective markers. C References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 02981 —Blast Cleaning of Pavement D Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 4061, "Standard Test Methods for Retroreflectance of Horizontal Coatings" b ASTM E 1347, "Standard Test Methods for Color and Color- Difference Measurement by Tristimulus (Filter) Colonmetry" ' c ASTM E 303, "Standard Test Methods for Measuring Surface Frictional Properties Using British Pendulum Tester" d. ASTM D 1056, "Standard Specification for Flexible Cellular Matenals-Sponge or Expanded Rubbber" e ASTM E 809, "Standard Practice for Measuring Photometric Characteristics of Retroreflectors" f ASTM E 808, "Standard Practice for Describing Retroreflection"ASTM D 1056, "Standard Specification for Flexible Cellular Materials-Sponge or Expanded Rubbber" 1.02 MEASUREMENT AND PAYMENT A Measurement for temporary pavement markings is on a linear foot basis,for each class, measured and complete in place. B Payment includes all labor and materials required to complete installation as indicated on Plans. C Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 07/2006 02762- 1 of 4 527 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS B Submit manufacturer's product data for each proposed class of marking matenal and installation instructions for approval. Include certificate by manufacturer that each class of marking conforms to the requirements of this specification. C Submit details of manufacturer's replacement policy for each class of marker 1.04 TEMPORARY PAVEMENT MARKING CLASSIFICATIONS A Class I- Temporary preformed pavement markings suitable for longitudinal and word and symbol markings where removability will be required. B Class II- Temporary non-removable preformed pavement markings suitable for overlay lane lines,edge lines, and channehzing lines where pavement will be resurfaced. C Class III- Class I markers with wet reflective markers added every 8 feet. D Class IV - Class II markers with wet reflective markers added every 8 feet. 1.05 DELIVERY AND STORAGE A Deliver preformed plastic marking material in rolls or strips. B Store matenal in cool dry conditions until application. 2.0 PRODUCTS 2.01 PREFORMED MARKINGS A Retroreflective preformed markings. White or yellow retroreflective tape on conformable backing with pigments conforming to standard highway colors. Glass beads shall be incorporated in film and a reflective layer of beads shall be bonded to the top surface of the film. Bead adhesion shall be such that beads cannot be easily removed by scratching with a thumbnail. B Preformed marking shall be precoated with pressure sensitive adhesive and shall have a demonstrated ability to adhere to roadways under climatic and traffic conditions normally encountered in a construction work zone when properly applied. C Class I markings shall be removable from portland cement and asphaltic concrete pavements intact,or in large pieces,at temperatures above 40 degrees F without use of heat, solvents, grinding, or blast cleaning. Marking film shall be removable after exposure to following minimum traffic exposure when tested on transverse test decks with rolling traffic. 1 Time in Place (days) 632 2. ADT per lane (23% trucks, 3.5 axles/unit) 9,000 3 Minimum Axle Hits 13,000,000 07/2006 02762-2 of 4 528 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS Zn D Quality performance characteristics CLASS I CLASS II TEST WHITE YELLOW WHITE YELLOW METHOD 1 Init.Retroreflectance (mcd•ft2•fc'), min. * @ 86 00,0.2° 1770 1310 1360 820 ASTM D 4061 * @ 86.5°, 1 0° 750 450 '500 350 2. Daytime Reflectance 65 36 65 36 ASTM E 97 Factor "Y" %,min. 3 Init. Skid Resistance, 50 35 ASTM E 303 Avg. BPN 4 Refractive Index of 1.9 1.9 Liquid Beads, min. Immersion 5 Thickness,without 40' 9 Caliper Gauge adhesive,mils, min. * (Entrance Angle, Observation Angle) 2.02 RAISED WET REFLECTIVE MARKERS , A Raised Markers Expanded rubber extrusions capable of being elastically compressed and ddflected when impacted by rotating vehicle tires. Marker body shall have the following properties when tested in accordance with ASTM D 1056 1 Compression deflection < 16 psi @ 25°deflection. 2. Oven aged compression deflection % change, +18 3 Compress set low 10% 4 Water absorption <9% 5 Density (lbs/ft) (-24) B Markers shall be precoated with pressure sensitive adhesive capable of holding markers to top of preformed marking film. C Markers shall have enclosed retroreflective lens sheeting elements attached to marker bodies with pressure sensitive adhesive. 1 Retroreflective lenses elements shall have the following initial minimum reflectance when measured in accordance with ASTM E 809 COLOR WHITE YELLOW WHITE YELLOW WHITE YELLOW WHITE YELLOW Observation Angle 0.2° 0.5° 1 0° 1.5° Coeff of Luminous Intensity,,R 1 00 0 60 0 40 0.24 0 19 0 11 0 14 0 08 (cd•fc 1) Notes 1 Test at an entrance angle (Beta 2 horizontal entrance component described in ASTM E 808) of—4°measured from'an axis perpendicular to top edge of marker when viewed from above. 07/2006 02762-3 of 4 529 CITY OF PEARLAND TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS 2. Angle formed by reflective surface and base of marker shall be between 75° and 90°prior to measurement. 2. Marker reflective elements shall be visible at night,to motorists with low beam headlights, under the following conditions a. Dry conditions 1500 feet b Rainfall at a rate of 1" per hour 1000 feet c Rainfall at a rate of 8" per hour 250 feet 3.0 EXECUTION 3.01 INSTALLATION A Apply markings to clean dry surfaces in accordance with manufacturer's recommendations at locations indicated on Plans, or as directed by the Engineer B Place markings on each paving lift that is to be opened to traffic prior to the end of each day's work. C Maintain markings, and replace as needed, until they are covered with subsequent paving courses or replaced by permanent markings on final lifts. 3.02 REMOVAL A Remove and obliterate markings on existing and final lifts used for redirecting traffic during construction. If blast cleaning is required,comply with requirements of Section 02981 —Blast Cleaning of Pavement: END OF SECTION 07/2006 02762-4 of 4 530 CITY OF PEARLAND CURB, CURB & GUTTER,AND HEADERS Section 02770 CURB, CURB & GUTTER,AND HEADERS 1.0 GENERAL 1.01 SECTION INCLUDES A Reinforced concrete curb, reinforced monolithic concrete curb and gutter, and mountable curb B Paving headers and railroad headers poured monolithically with concrete base or pavement. C References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2 Section 01350—Submittals 3 Section 02751 —Concrete Pavement 4 Section 02335—Subgrade 5 Section 02710—Base Course for Pavement 1.02 MEASUREMENT AND PAYMENT A Measurement for curbs and for curbs and gutter is on linear foot basis measured along face of curb B Measurement for headers is on linear foot basis measured between lips of gutters adjacent to concrete base and measured between backs of curbs adjacent to concrete pavement. C No separate payment will be made for curbs poured monolithically with concrete pavement. D Refer to Section 01200—Measurement and Payment Procedures 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit details of proposed formwork for approval. C Submit proposed mix design and test data for each type and strength of concrete in Work. Include proportions and actual flexural strength obtained from design mixes at required test ages D Submit manufacturer's certifications giving properties of reinforcing steel. Provide specimens for testing when required by the Engineer 07/2006 02770- 1 of 4 531 CITY OF PEARLAND CURB, CURB & GUTTER,AND HEADERS 2.0 PRODUCTS 2.01 MATERIALS A Concrete Conform to material and proportion requirements for concrete of Section 02751 —Concrete Pavement. B Reinforcing Steel. Conform to material requirements for reinforcing steel of Section 02751 —Concrete Pavement. C Grout: Nonmetallic, nonshnnk grout containing no chlonde producing agents conforming to the following requirements. Compressive strength at 7 days 3,500 psi Compressive strength at 28 days 8,000 psi Initial set time 45 minutes Final set time 1.5 hours D Preformed Expansion Joint Material. Conform to material requirements for preformed expansion Joint material of Section 02751 —Concrete Pavement. E Joint Sealing Compound. Conform to material requirements of Section 02751 — Concrete Pavement. F Mortar Mortar finish composed of one part Portland cement and 11/2 parts of fine aggregate. Use only when approved by the Engineer 3.0 EXECUTION 3.01 PREPARATION A Prepare subgrade or base in accordance with applicable portions of Section 02335 — Subgrade or Section 02710—Base Course for Pavement. 3.02 PLACEMENT A Guideline Set to follow top line of curb Attach indicator to provide constant comparison between top of curb and guideline. Insure flow lines for monolithic curb and gutters conform to slopes indicated on Plans. B Forms Brace sufficiently to maintain position during pour Use metal templates cut to section shown on Plans. C Reinforcement: Secure in proper position so that steel will remain in place throughout placement. 07/2006 02770-2 of 4 532 CITY OF PEARLAND CURB, CURB & GUTTER,AND HEADERS D Joints Place in accordance with Section 02751 —Concrete Pavement. Place dummy groove joints at 6-foot centers at right angles to curb lines. Cut dummy grooves 1/4 inch deep using an approved edging tool. E Place concrete in forms to required depth. Consolidate thoroughly Do not permit rock pockets in form. Entirely cover top surfaces with mortar 3.03 MANUAL FINISHING A After concrete is in place,remove front curb forms Form exposed portions of curb, and of curb and gutter,using mule which conforms to curb shape,as shown on Plans B Thin coat of mortar may be worked into exposed face of curb using mule and two- handled wooden darby at least 3 feet long. C Before applying final finish move 10 foot straightedge across gutter and up curb to back form of curb Repeat until curb and gutter are true to grade and section. Lap straightedge every 5 feet. D Steel trowel finish surfaces to smooth, even finish. Make face of finished curb true and straight. E Edge outer edge of gutter with 1/4-inch edger Finish edges with tool having 1/4 inch radius. F Finish visible surfaces and edges of finished curb and gutter free from blemishes,form marks and tool marks. Finished curb or curb and gutter shall have uniform color, shape and appearance. 3.04 MECHANICAL FINISHING A Mechanical curb forming and finishing machines may be used instead of, or in conjunction with,previously described methods,if approved by the Engineer Use of mechanical methods shall provide specified curb design and finish. 3.05 CURING A Immediately after finishing operations, cure exposed surfaces of curbs and gutters in accordance with Section 02751 —Concrete Pavement. 3.06 TOLERANCES A Top surfaces of curb and gutter shall have uniform width and shall be free from humps,sags or other irregularities Surfaces of curb top,curb face and gutter shall not vary more than 1/8 inch from edge of a 10-foot long straightedge laid along them, except at grade changes 3.07 PROTECTION OF THE WORK A Maintain curbs and gutters in good condition until completion of Work. 07/2006 02770-3 of 4 533 CITY OF PEARLAND CURB, CURB & GUTTER,AND HEADERS B Replace damaged curbs and gutters to comply with this Section. END OF SECTION r- 07/2006 02770-4 of 4 1 534 CITY OF PEARLAND CONCRETE SIDEWALKS Section 02771 CONCRETE SIDEWALKS 1.0 GENERAL 1.01 SECTION INCLUDES ' A. Portland Cement Concrete Pavement for Concrete Sidewalks. B References to Technical Specifications. 1 Section 01200 -Measurement and Payment Procedures 2 Section 01350 - Submittals 3 Section 01450 -Testing Laboratory Services 4 Section 02751 - Concrete Pavement C Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM C 150, "Standard Specification for Portland Cement" b ASTM C 94, "Standard Specification for Ready-Mixed Concrete" c ASTM C 33, "Standard Specification for Concrete Aggregates" d. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" e ASTM D 994, "Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type)" f. ASTM D 1751, "Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Non extruding and Resilient Bituminous Type) g. ASTM D 6690, "Standard Specification for Joint and Crack Sealants, Hot-Applied, for Concrete and Asphaltic Pavements" h. ASTM C 39, "Standard Test Method for Compressive Strength of Concrete" i. ASTM C 31, "Standard Practice for Making and Curing Concrete Test Specimens in the Field" ASTM C 138, "Standard Test Method for Density (Unit Weight),Yield, and Air Content(Gravimetric) of Concrete" k. ASTM C 231,"Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method" 1. ASTM C 42, "Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete" 2 Texas Accessibility Standards of Architectural Barriers Act, Article 9102, Texas Civil Statues 5/2013 02771 - 1 of 5 535 ' CITY OF PEARLAND CONCRETE SIDEWALKS 1.02 MEASUREMENT AND PAYMENT A. Measurement for concrete sidewalks is on square foot basis. B Payment includes all labor and materials required for installation of concrete sidewalks,joints and curing material. No payment will be made for work in areas where sidewalk has been removed for contractor's convenience C Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A. Submittals shall conform to requirements of Section 01350 - Submittals. 2.0 PRODUCTS 2.01 MATERIALS A. Concrete Conform to material and proportion requirements for concrete of Section 02751 - Concrete Paving. B Reinforcing Steel. conform to material requirements of Section 02751 - Concrete Paving for reinforcing steel. Use No 4 reinforcing bars. C Preformed Expansion Joint Material. Conform to material requirements for preformed expansion joint material of Section 02751 - Concrete Paving. D Expansion Joint Filler Conform to material requirements for expansion joint material of Section 02751 - Concrete Pavement. E. Forms. Use straight, unwarped wood or metal forms with nominal depth equal to or greater than proposed sidewalk thickness F Sand Bed. Conform to material requirements for bank run sand. 3.0 EXECUTION 3.01 REPLACEMENT A. Replace sidewalks which are removed or damaged during construction with thickness and width equivalent to one removed or damaged unless otherwise shown on Drawings. Finish surface (exposed aggregate, brick pavers, etc )-to match existing sidewalk. B Provide replaced and new sidewalks with wheelchair ramps when sidewalk intersects curb at street. 5/2013 02771 -2 of 5 536 CITY OF PEARLAND CONCRETE SIDEWALKS 3.02 PREPARATION , A. Identify and protect utilities which are to remain. B Protect living trees, other plant growth and features designated to remain. C Conduct clearing and grubbing operations in accordance with Section 02200 - Site Preparation. D Determine sidewalk horizontal and vertical alignment to facilitate drainage and prevent pondmg. Location and slopes must be in compliance with Texas Accessibility Academy Standards latest edition and revisions. E. Excavate subgrade 6 inches beyond outside lines of sidewalk. Shape to line, grade and cross section. Compact 6 inches of select fill to minimum of 95% maximum dry density at optimal or above optimal moisture content as per ASTM D698 For soils with plasticity index above 40 percent, stabilize soil with lime in accordance with Section 02335 - Subgrade Compact subgrade to minimum of 90 percent maximum dry density at optimum to 3 percent above optimum moisture content, as determined by ASTM D 698 No separate pay for this requirement. This work shall be subsidiary to sidewalk square foot unit pricing. 3.03 PLACEMENT A. Setting Forms Straight, unwarped wood or metal forms with nominal depth 1/2" greater than proposed sidewalk thickness. Securely stake forms to line and grade. Maintain position during concrete placement. B Reinforcement: 1 Install No 4 reinforcing bars 2 Install reinforcing steel as shown on the Drawings. Lay longitudinal bars in walk continuously through expansion joints. Reinforcing bars shall not vary from plan placement by more than 1/4 inch. 3 Use sufficient number of chairs to support reinforcement in manner to maintain reinforcement in center of slab vertically during placement. 4 Drill dowels into existing paving, sidewalk and driveways, secure with epoxy and provide headers as required. C Expansion Joints Install expansion joints with load transfer units in accordance with Section 02751 - Concrete Pavement. D Place concrete in forms to specified depth and tamp thoroughly with "jitterbug" tamp, or other acceptable method. Bring mortar to surface. 5/2013 02771 -3 of 5 537 CITY OF PEARLAND CONCRETE SIDEWALKS E. Strike off to smooth finish with wood strike board. Finish smoothly with wood hand float. Brush across sidewalk lightly with fine-haired brush. F Apply coating to wheelchair ramp with contrasting color G Unless otherwise indicated on Drawings, mark off sidewalk Joints 1/2 inch deep, at spacing equal to width of walk. Use Joint tool equal in width to edging tool. H. Finish edges with tool having 3/8 inch radius. I. After concrete has set sufficiently, refill space along sides of sidewalk to 1 inch from top of walk with suitable material. Tamp until firm and solid, place sod as applicable Dispose of excess material. Repair driveways and parking lots damaged by sidewalk excavation in accordance with Section 02980 - Pavement Repair and Resurfacing. 3 04 CURING A. Conform to requirements of Section 02751 - Concrete Pavement. 3 05 FIELD QUALITY CONTROL A. Testing will be performed under provisions of Section 01450 - Testing Laboratory Services B Compressive Strength Test Specimens Four test specimens for compressive strength test will be made in accordance with ASTM C 31 for each 30 cubic yards or less of sidewalk that is placed on one day Two specimens will be tested at 7 days. Remaining two specimens will be tested at 28 days. Specimens will be tested in accordance with ASTM C 39 Minimum compressive strength. 2500 psi at 7 days and 3500 psi at 28 days. C Yield test for cement content per cubic yard of concrete will be made in accordance with ASTM C 138 When cement content is found to be less than that specified per cubic yard, reduce batch weights until amount of cement per cubic yard of concrete conforms to requirements. D If the Contractor places concrete without notifying the City, Contractor will have the concrete tested by means of core test as specified in ASTM C 42. When concrete does not meet specification, cost of test will be deducted from payment. Contractor will replace the cored section of sidewalk at no cost to City E Sampling of fresh concrete shall be in accordance with ASTM C 172. F Take slump tests when cylinders are made and when concrete slump appears excessive 5/2013 02771 -4 of 5 538 CITY OF PEARLAND CONCRETE SIDEWALKS G Concrete shall be acceptable when average of two 28 day compression tests is equal to or greater than minimum 28 day strength specified. H. If either of two tests on field samples is less than average of two tests by more than 10 percent, that entire test shall be considered erratic and not indicative of concrete strength. Core samples will be required of in-place concrete in question. I. If 28 day laboratory test indicates that concrete of low strength has been placed, test concrete in question by taking cores as directed by Project Manager Take and test at least three representative cores as specified in ASTM C 42 and deduct cost from payment due 3 06 NONCONFORMING CONCRETE A. Remove and replace areas that fail compressive strength tests, with concrete of thickness shown on Drawings B Replace nonconforming sections at no additional cost to City Replacement section shall be no less in length than the width of sidewalks 3.07 PROTECTION A. Maintain newly placed concrete in good condition until completion of Work. B Replace damaged areas at no cost to City END OF SECTION 5/2013 02771 -5 of 5 539 CITY OF PEARLAND CONCRETE DRIVEWAYS Section 02775 CONCRETE DRIVEWAYS 10 GENERAL 1 01 SECTION INCLUDES A. Portland Cement Concrete Pavement for Driveways B References to Technical Specifications. 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01450—Testing Laboratory Services 4 Section 02751 - Concrete Pavement C Referenced Standards - 1 American Society for Testing and Materials (ASTM) a. ASTM C 94, "Standard Specification for Ready-Mixed Concrete" b ASTM C 33, "Standard Specification for Concrete Aggregates" c ASTM C 260 d. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" e. ASTM D 994, "Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type)" f. ASTM D 1751, "Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Type) g. ASTM D 6690, "Standard Specification for Joint and Crack Sealants, Hot-Applied, for Concrete and Asphaltic Pavements" h. ASTM C 39, "Standard Test Method for Compressive Strength of Concrete" i. ASTM C 31, "Standard Practice for Making and Curing Concrete Test Specimens in the Field" ASTM C 143, "Standard Test Method for Slump of Hydraulic Cement Concrete" k. ASTM C 231,"Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method" 1 ASTM C 171, "Standard Specification for Sheet Materials for Curing Concrete" m. ASTM C 309, "Standard Specification for Liquid Membrane- Forming Compounds for Curing Concrete" n. ASTM C 42, "Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete" 5/2013 0277521 of 8 540 CITY OF PEARLAND CONCRETE DRIVEWAYS 1.02 MEASUREMENT AND PAYMENT A. Measurement for concrete driveways is on square yard basis and includes removal of existing driveway, driveway curbs, select fill subgrade and reinforcement dowels. B Payment includes all labor and materials required for installation of concrete driveways,joints and curing material. No payment will be made for work in areas where driveway has been removed for contractor's convenience. C Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit proposed mix design and test data for each type and strength of concrete in Work. Include proportions and actual compressive strength obtained from design nixes at required test ages C Submit product data for joint sealing compound and proposed sealing equipment for approval. D Submit samples of dowel cup, metal supports, and deformed metal strip for approval. 2.0 PRODUCTS 2.01 MATERIALS A. Concrete Conform to material and proportion requirements for concrete of Section 02751 - Concrete Paving. B Reinforcing Steel. Conform to material requirements for reinforcing steel of Section 02751 - Concrete Paving. Use No 4 reinforcing bars. C Subgrade Materials Conform to subgrade material requirements of Section 02335 - Subgrade. D Joints Conform to concrete joint requirements of Section 02751 - Concrete Paving. 5/2013 02775-2 of 8 541 CITY OF PEARLAND CONCRETE DRIVEWAYS 3.0 EXECUTION 3.01 EXAMINATION A. Verify compacted subgrade is ready to support imposed loads and meets compaction requirements B Verify lines and grades are correct. 3 02 PREPARATION A. When removing existing concrete, all sawcuts shall be full depth unless otherwise approved by City B Properly prepare, shape and compact each section of subgrade before placing forms, reinforcing steel or concrete. C Excavate subgrade 6 inches beyond outside lines of driveway Shape to line, grade and cross section. Place compacted select fill as needed to bring grade up Select fill shall be compacted to minimum of 95% maximum dry density at optimal or ' above optimal moisture content as per ASTM D698 Stabilize top 8" of subgrade with lime in accordance with Section 02335 - Subgrade Compact subgrade to minimum of 90 percent maximum dry density at optimum to 3 percent above optimum moisture content, as determined by ASTM D 698 No separate pay for this requirement. This work shall be subsidiary to driveway square yard unit pricing. 3 03 FORMS A. Side Forms. Use clean forms of approved shape and section. Preferred depth of form shall be equal to required edge thickness of pavement. Forms with depths greater or less than required edge thickness of pavement will be permitted, provided difference between form depth and edge thickness if not greater than 1 inch, and further provided that forms of depth less than pavement edge are brought to required edge thickness by securely attaching wood or metal strips to bottom of form, or by grouting under form. Bottom flange of form shall be same size as thickness of pavement. Aluminum forms are not allowed. All forms shall be approved by the Engineer Length of form sections shall be not less than 10 feet and each section shall provide for staking in position with not less than 3 pins Flexible or curved forms of wood or metal of proper radius shall be used for curves of 200 foot radius or less. Forms shall have ample strength and shall be provided ,with adequate devices for secure setting so that when in-place they will withstand, without visible springing or settlement, impact and vibration of finishing machine In no case shall base width be less than 8 inches for form 8 inches or more in height. Forms shall be free from warp, bends or kinks and shall be sufficiently true to provide reasonable straight edge on concrete. Top of each form section, when tested with straight edge, shall conform to requirements specified for surface of completed pavement. Provide sufficient forms for satisfactory placement of 5/2013 02775-3 of 8 542 CITY OF PEARLAND CONCRETE DRIVEWAYS concrete. For short radius curves, forms less than 10 feet in length or curved forms may be used. For curb returns at street intersections and driveways, wood forms of good grade and quality may be used. B Form Setting: 1 Rest forms directly on subgrade. Do not shim with pebbles or dirt. Accurately set forms to required grade and alignment and, during entire operation of placing, compacting and finishing of concrete, do not deviate from this grade and alignment more than 1/8 inch in 10 feet of length. Do not remove forms for at least 8 hours after completion of finishing operations. 3.04 REINFORCING STEEL AND JOINT ASSEMBLIES A. Accurately place reinforcing steel and joint assemblies and position them securely Wire reinforcing bars securely together at intersections and splices. Bars and coatings shall be free of rust, dirt or other foreign matter when concrete is placed. Place all reinforcing steel and secure to chairs. All reinforcing steel must be positively supported before pour begins. B Place pavement joint assemblies at required locations and elevations, and rigidly secure all parts in required positions. Install dowel bars accurately in joint assemblies as shown, each parallel to pavement surface and to center line of pavement. Rigidly secure in required position to prevent displacement during placing and finishing of concrete Accurately cut header boards, joint filler and other material used for forming joints to receive each dowel bar Drill dowels into existing pavement, secure with epoxy, and provide paving headers, as required, to provide rigid pavement sections. 3.05 PLACEMENT A. Place concrete only in rain-free days when air temperature taken in shade and away from artificial heat is above 35 degrees F and rising. Concrete shall not be placed when temperature is below 40 degrees F and falling. When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooling of aggregates and mixing water, using ice or placing at night, as necessary to maintain concrete temperature, as placed, below 90 degrees F B Place concrete within 60 minutes of mixing. Remove and dispose of concrete not placed within this period. C Concrete slump during placement shall be 2 to 4 inches. 5/2013 02775-4 of,8 543 CITY OF PEARLAND CONCRETE DRIVEWAYS D Deposit concrete rapidly and continuously on subgrade or subbase in successive batches. Distribute concrete to required depth and for entire width of placement in manner that will require as little rehandling as possible Where hand spreading is necessary, distribute concrete with shovels or by other approved methods Use only concrete rakes in handling concrete E Take special care in placing and spading concrete against forms and at longitudinal and transverse joints to prevent honeycombing. Voids in edge of finished pavement will be cause for rejection. 3.06 FINISHING A. Finish concrete driveway with power-driven transverse finishing machines or by hand finishing methods 1 Use transverse finishing machine to make at least two trips over each area. Make last trip continuous run of not less than 40 feet. After transverse screedmg, use hand-operated longitudinal float to test and level surface to required grade. 2 Hand finish with mechanical strike and tamping template as wide as pavement to be finished. Shape template to pavement section. Move strike template forward in direction of placement, maintaining slight excess of material in front of cutting edge Make at least two trips over each area. Screed pavement surface to required section. Work screed with combined transverse and longitudinal motion in direction work is progressing. Maintain screed in contact with forms. Use longitudinal float to level surface. B On narrow strips and transitions, finish concrete driveway by hand. Thoroughly work concrete around reinforcement and embedded fixtures. Strike off concrete with strike-off screed. Move strike-off screed forward with combined transverse and longitudinal motion in direction work is progressing, maintaining screed in contact with forms, and maintaining slight excess of materials in front of cutting edge Tamp concrete with tamping template. Use longitudinal float to level surface C While concrete is still workable, give surface final belting to produce a uniform surface of gritty texture Perform belting with short rapid transverse strokes having sweeping longitudinal motion. 3.07 JOINTS AND JOINT SEALING A. When new work is adjacent to existing concrete, place joints at same location as existing joints in adjacent pavement. B Contractor may use sawed joints as an alternate to contraction and weakened plane joints Circular cutter shall be capable of cutting straight line groove minimum of 5/2013 02775-5 of 8 ' 544 CITY OF PEARLAND CONCRETE DRIVEWAYS 1/2 inch wide. Depth shall be one quarter of pavement thickness plus 1/2 inch. Commence sawing as soon as concrete has hardened sufficiently to permit cutting without chipping, spallmg or tearing and prior to initiation of cracks. Once sawing has commenced, it shall be continued until completed. Make saw cut with one pass. Complete sawing within 24 hours of concrete placement. Saw joints at required spacing consecutively in sequence of concrete placement. C Concrete Saw. Provide sawing equipment adequate in power to complete sawing to required dimensions and within required time. Provide at least one standby saw in good working order Maintain an ample supply of saw blades at work site at all times during sawing operations Sawing equipment shall be on job at all times during concrete placement. D Provide 3/4 inch expansion joints conforming to ASTM D 1751 across driveway in line with street face of sidewalks, at existing concrete driveways, and along intersections with sidewalks and other structures. Extend expansion joint material full depth of slab Where dowels are used,wrap or sleeve one end. E. Seal joints only when surface and joints are dry, ambient temperature is above 50 degrees F but less than 85 degrees F, and weather is not foggy or rainy F Joint sealing equipment shall be in first-class working condition, and be approved by the Engineer Use concrete grooving machine or power-operated wire brush and other equipment such as plow, brooms, brushes, blowers or hydro or abrasive cleaning as required to produce satisfactory joints. G Clean joints of loose scale, dirt, dust and curing compound. Term joint includes wide joint spaces, expansion joints, dummy groove joints or cracks, either preformed or natural. Remove loose material from concrete surfaces adjacent to joints. H. Fill joints neatly with joint sealer to depth shown. Pour sufficient joint sealer into joints so that, upon completion, surface of sealer within joint will be 1/4 inch below level of adjacent surface or at elevation as directed. I. Install the first expansion joint at Right-of-Way The expansion joint shall be spaced at intervals same as the width of driveway Expansion joint shall be placed at half of the width of the driveway if the width of driveway exceeds 20' 3 08 CONCRETE CURING A. Concrete driveway shall be cured by protecting it against loss of moisture for period of not less than 72 hours immediately upon completion of finishing ' operations. Do not use membrane curing for concrete pavement to be overlaid by asphaltic concrete B Where curing requires use of water, curing shall have prior nght to all water supply or supplies. Failure to provide sufficient cover material shall be cause for immediate suspension of concreting operations. 5/2013 02775-6 of 8 545 CITY OF PEARLAND CONCRETE DRIVEWAYS C Cotton Mat Curing: 1 Immediately after finishing surface, and after concrete has taken its initial set, completely cover surface with cotton mats, thoroughly saturated before application, in such manner that they will contact surface of pavement equally at all points. 2 Mats shall remain on pavement for specified curing period. Keep mats saturated so that, when lightly compressed, water will drip freely from them. Keep banked earth or cotton mat covering edges saturated. D Liquid Membrand-Fopiung Compounds 1 Immediately after finishing surface, and after concrete has taken its initial set, apply liquid membrane-forming compound in accordance with manufacturer's instructions. 3 09 TOLERANCES A. Test entire surface before initial set and correct irregularities or undulations. Bring surface within requirements of following test and then finish. Place 10 foot straightedge parallel and longitudinal to center of driveway Correct any depressions and all high spots 3 10 FIELD QUALITY CONTROL A. Testing will be performed under provisions of Section 01450 —Testing Laboratory Services and Section 02751 - Concrete Paving. 3.11 PAVEMENT MARKINGS A. Restore pavement markings to match those existing in accordance with City of Pearland Standard Details and the Engineer's requirements. 3.12 PROTECTION A. Barricade pavement section from use until concrete has attained minimum design strength. B On those sections of driveway to be opened to traffic, seal Joints, clean pavement and place earth against pavement edges before permitting use by traffic Such opening of driveway to traffic shall not relieve Contractor from his responsibility for Work. C Maintain concrete paving in good condition until completion of Work. 5/2013 02775-7 of 8 546 CITY OF PEARLAND CONCRETE DRIVEWAYS D Repair defects,by replacing concrete to full depth and limits as directed by Project Manager Replace nonconforming work at no additional cost to City END OF SECTION 5/2013 02775-8 of 8 547 CITY OF PEARLAND LANDSCAPE IRRIGATION Section 02811 LANDSCAPE IRRIGATION 1.0 GENERAL 1.01 SECTION INCLUDES A Pipe and fittings, valves, sprinkler heads, accessories. B Control system and wiring for automatic control irrigation system. C References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 02931 —Landscape and Tree Planting 4 Section 01310—Coordination and Meetings D Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM D 2564, "Standard Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Piping Systems 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for landscape imgation under this Section. Include cost in Bid Items for which this Work is a component. B If landscape irrigation is included as a Bid Item, measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200— Measurement and Payment Procedures. _1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit manufacturer's data and details for landscape irrigation system to include pressure ratings, rated capacities, and settings of selected models for the following. 1 General-duty valves. 2. " Specialty valves. 3 Control-valve boxes 4 Sprinklers. 5 Irrigation accessories 6 Controllers C Evidence of State of Texas irrigation license and required experience. 12/2014 02811 - 1 of 19 548 CITY OF PEARLAND LANDSCAPE IRRIGATION D Shop Drawings. Show irrigation system piping,including plan layout, and locations, types, sizes, capacities, and flow characteristics of irrigation system piping components.Include water meters,backflow preventers,valves,piping,sprinklers and accessories,controls,and wiring.Show areas of sprinkler spray and overspray Show wire size and number of conductors for each control cable. 1.04 DEFINITIONS A Irrigation Lateral Lines Downstream from control valves to sprinklers, specialties, and drain valves Piping is under pressure during flow B Drain Piping: Downstream from circuit-piping drain valves Piping is not under pressure. C Irrigation Main Piping: Downstream from point of connection to water distribution piping to, and including, control valves. Piping is under water-distribution-system pressure. D Architect: The word Architect as used herein shall refer to the Owner's authorized representative or the Landscape Architect or the design engineer 1.05 RECORD AND AS-BUILT DRAWINGS A The Contractor shall provide and keep up to date and complete"as-built"record set of drawings which shall be corrected daily and show every change from the original drawings and specifications and the exact "as-built" locations;sizes, and kinds of equipment. This set of drawings shall be kept on the site and shall be used only as a record set. B These drawings shall also serve as work progress sheets and shall be available at all times for inspection and shall be kept in a location designated by the Architect.Should the record as-built progress sheets not be available for review or not up-to-date at the time of any inspection, it will be assumed no work has been completed and the Contractor will be assessed the cost of that site visit at the current billing rate of the Architect.No other observations shall take place prior to payment of that assessment. C The Contractor shall make neat and legible notations on the as-built progress sheets daily as the work proceeds, showing the work as actually installed. D Before the date of the final inspection, the Contractor shall transfer all information from the "as-built" prints to a mylar Contractor shall use symbols and notation consistent with original drawings. E The Contractor shall dimension from two(2)permanent points of reference,building comers, sidewalk, or road intersections, etc , the location of the following items 1 Connection to existing water lines 2. Connection to existing electrical power 3 Gate valves 4 Routing of spnnkler pressure lines (dimensions max. 100' along routing) 12/2014 02811 -2 of 19 549 CITY OF PEARLAND LANDSCAPE IRRIGATION 5 Sprinkler control valves 6 Routing of control wiring 7 Quick coupling valves 8 Other related equipment as directed by the Architect 9 Sleeve locations 1.06 EXPLANATION OF DRAWINGS A Due to the scale of drawings,it is not possible to indicate all offsets,fittings, sleeves, etc., which may be required. The Contractor shall carefully investigate the structural and finished conditions affecting all of his work and plan his work accordingly, furnishing such fittings,etc.,as may be required to meet such conditions.Drawings are generally diagrammatic and indicative of the work to be installed. The work shall be installed in such a manner as to avoid conflicts between irrigation systems,planting, and architectural features. B All work called for on the drawings by notes or details shall be furnished and installed whether or not specifically mentioned in the specifications C The Contractor shall not willfully install the irrigation system as shown on the drawings when it is obvious in the field that obstructions, grade differences or discrepancies in area dimensions exist that might not have been considered in engmeenng.Such obstructions or differences should be brought to the attention of the Owner's authorized representative. In the event this notification is not performed, the irrigation contractor shall assume full responsibility for any revisions necessary D No imgation shall be required for undisturbed natural areas or undisturbed existing trees. 1.07 CONTROLLER CHARTS A As-built drawings shall be approved by the Architect before controller charts are prepared. 1 Index sheet stating Contractor's address and telephone number, list of equipment with name and addresses of local manufacturer's representative 2. Catalog and parts sheets on every material and equipment installed under this contract. 3 Guarantee statement. 4 Complete operating and maintenance instruction on all major equipment. 1.08 UNIFIED DEVELOPMENT CODE (UDC) REFERENCES A Except for single-family lots and developments, all required landscaping areas shall be 100% irrigated by one of, or a combination of, the following methods 1 An automatic underground imgation system. 2. A dnp imgation system, 3 A hose attachment within 100 feet of all plant material, provided, however , that a hose attachment within 200 feet of all plant material in non-street yards shall be sufficient 12/2014 02811 -3 of 19 550 CITY OF PEARLAND LANDSCAPE IRRIGATION B Irrigation zone design-A site plan,at a readable and defined scale, shall be submitted illustrating zones, delineating micro-irrigation zones and areas utilizing imgation techniques other than micro-irrigation. Fifty (50) percent of the on-site green space shall be allowed to utilize irrigation techniques other than micro-irrigation.Turf areas shall be on separate irrigation zones from other landscaping plant zones.The imgation system should be prepared by a licensed irrigator and designed to accommodate separate landscape plant zones based on different watering requirements unless approved by the Parks Director as indicated in the UDC Section 4.2.2.5, Item 8.D 1 C Overspray/ Runoff - All irrigation systems shall be designed to avoid overspray / runoff,low head drainage, or other similar conditions where water flows onto or over adjacent property, non-irrigated areas, roadways, walkways, structures, or water features. Narrow areas (four feet wide or less) shall not be irrigated unless micro- imgation is utilized. D Landscaping - a site plan shall be submitted identifying all existing vegetation to be preserved, proposed turf, and other landscape areas Installed trees and plants should be grouped together into landscape plant zones according to water and cultural (soil, climate and light) requirements. Plant groupings based on water requirements are as follows natural, drought tolerant, and oasis. E Turf/Turfgrass-A maximum of fifty(50)percent of green space may be planted with turf grass configured with a permanent irrigation system.Turfgrass planted in excess of this limitation shall not have a permanent irrigation system.Micro-irrigation shall not be used on turfgrass unless approved by the Parks Director as indicated in the UDC Section 4.2.2.5, Item 8.D 1 1.09 SYSTEM DESCRIPTION A Electric solenoid controlled underground irrigation system. B Source Power 120 volt 1.10 QUALITY ASSURANCE A Electrical Components, Devices, and Accessories Listed and labeled as defined in NFPA 70,Article 100,by a testing agency acceptable to authorities having junsdiction, and marked for intended use. B All imgation systems shall be designed and sealed in accordance with the Texas Licensed Irrigations Act and shall be professionally installed. C Installer-Installation of Irrigation System shall be performed under the direction of a State of Texas licensed irrigator with not less than 5 years' experience in this type of wofk. D Manufacturer's Directions Manufacturer's directions'and detailed drawings shall be followed in all cases where the manufacturers of articles used in this contract furnish directions covering points not shown in the drawings and specifications. 12/2014 02811 -4 of 19 551 CITY OF PEARLAND LANDSCAPE IRRIGATION E Ordinances,Codes and Regulations. All local,municipal and state laws,and rules and regulations governing or relating to any portion of this work are hereby incorporated into and made a part of these specifications,and their provisions shall be carried out by the Contractor Anything contained in these specifications shall not be construed to conflict with any of the above rules and regulations and requirements of the same. However, when these specifications and drawings call for or describe materials, workmanship,or construction of a better quality,higher standard,or larger size than is required by the above rules and regulations, these specifications and drawings shall take precedence. 1.11 REGULATORY REQUIREMENTS A Conform to applicable code for piping and component requirements. 1.12 PRE-INSTALLATION CONFERENCE A Convene one week prior to commencing work of this Section. 1.13 COORDINATION A Coordinate work under provisions of Section 01310—Coordination and Meetings B Coordinate work under provisions of Section 02931 —Landscape and Tree Planting. C Coordinate the work with site landscape grading and delivery of plant life. 1.14 PRODUCT DELIVERY AND HANDLING A Materials shall be delivered in manufacturer's unopened packaging labeled to indicate manufacturer's name and product identification. Ensure that packaging and labeling remain intact until installation.Materials shall be stored protected from the elements, including direct sunlight. B Pipes shall be handled so as to preyent them from being damaged and to maintain their straightness Pipe ends shall be wrapped,Pipes shall be stored on beds the full length of the pipes, Damaged or dented pipes or fittings shall not be used. 1.15 SUBSTITUTIONS A If the Irrigation Contractor wishes to substitute any equipment or materials for those equipment or materials listed on the irrigation drawings and specifications,he may do so by providing the following information to the Owner's authorized representative for approval. 1 Provide a statement indicating the reason for making the substitution. Use a separate sheet of paper for each item to be substituted. 2. Provide descriptive catalog literature,performance charts and flow charts for each item to be substituted. 3 Provide the amount of cost savings if the substituted item is approved. 12/2014 - 02811 -5 of 19 552 CITY OF PEARLAND LANDSCAPE IRRIGATION B Owner's authorized representative shall have the sole responsibility in accepting or rejecting any substituted item as an approved equal to those equipment and materials listed on the irrigation drawings and specifications 1.16 EXTRA MATERIALS A Furnish extra components listed as Extra Items in Section 00300—Bid Proposal. 1 Two sprinkler heads of each type and size 2. Two valve box keys 3 Two wrenches for each type head core and for removing and installing each type head. 2.0 PRODUCTS 2.01 MANUFACTURERS A In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection. 1 Available Manufacturers Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified. 2. Manufacturers. Subject to compliance with requirements, provide products by one of the manufacturers specified. 2.02 PIPES, TUBES,AND FITTINGS A Soft Copper Tube ASTM B 88, Type L water tube, annealed temper 1 Copper Pressure Fittings ASME B 16 18, cast-copper-alloy or ASME B 16.22,wrought-copper,solder-joint fittings.Furnish wrought-copper fittings if indicated. 2. Copper Unions MSS SP-123,cast-copper-alloy, hexagonal-stock body,with ball-and-socket, metal-to-metal seating surfaces and solder joint or threaded ends. B Hard Copper Tube ASTM B 88, Type K, water tube, drawn temper 1 Copper Pressure Fittings ASME B 16 18, cast-copper-alloy or ASME B 16.22,wrought-copper,solder joint fittings.Furnish wrought-copper fittings if indicated. 2. Copper Unions. MSS SP-123, cast-copper-alloy,hexagonal-stock body, with ball-and-socket, metal-to-metal seating surfaces and solder joint or threaded ends. C Mainline PVC pipe 1 Pressure Main Line 12/2014 02811 -6 of 19 553 CITY OF PEARLAND LANDSCAPE IRRIGATION a. All main line shall be schedule 40 with solvent welded Joints. b Pipe shall be made from an NSF approved Type I, Grade I, PVC compound conforming to ASTM resin specification D1785 All pipe must meet requirements as set forth in Federal Specification PS-22-70, with an appropriate standard dimension(S.D.R.)(Solvent-weld pipe) 2. PVC Non-Pressure Lateral Line Piping. a. Non-pressure buried lateral line piping shall.be PVC class 200 with solvent-weld joints. b Pipe shall be made from NSF approved, Type I, Grade II PVC com- pound conforming to ASTM resin specification D I 784 All pipes must meet requirements set forth in Federal Specification PS-22-70 with an appropriate standard dimension ratio 3 Fittings 4"and larger shall be push-on Ductile Iron designed and manufactured using ASTM A-536 Grade 70-50-05 ductile iron with tensile strength of 70,000 psi such as manufactured by Harco or approved equal. 4 Fittings 3" and smaller shall be Schedule 40, I-2, II-I NSF approved conforming to ASTM test procedure D2466 PVC solvent-weld fittings. 5 Solvent cement and primer for PVC solvent-weld pipe and fittings shall be of Christie's Red Hot Blue Glue and Primer 6 All PVC pipe must bear the following markings a. Manufacturer's name. b Nominal pipe size. c Schedule or class d. Pressure rating in P S.I. e. NSF(National Sanitation Foundation) approval. f. Date of expiration. 7 All fittings shall bear the manufacturer's name or trademark, material , designation, applicable I.P S , schedule number and NSF seal of approval D Irrigation Lateral Line pipe 1 Pipes 1/2 inch diameter and larger ASTM D 2231, PVC, 1120 or 1220, SDR 21 0, 200 PSI 2. Pipes 1/4 inch diameter ASTM D 2241, PVC, 1120 or 1220, SDR 13.5, 315 PSI E Fittings for Threaded Joints ' 1 ASTM D 2466, PVC, Schedule 80 F Length of,pipes used 1 Use of pipe less than five(5)feet in length is prohibited unless otherwise noted on the plans. G No use of small scrap material to extend water lines 2.03 GENERAL DUTY VALVES A Gate valves 4" and smaller shall be MSS SP-80, Class 125, Type 1, nonrising-stem, bronze body with solid wedge, threaded ends, and malleable-iron hand wheel. 12/2014 02811 -7 of 19 554 CITY OF PEARLAND LANDSCAPE IRRIGATION B Gate valves 3"and smaller shall be similar to those manufactured by Nibco,Hammond or approved equal C All gate valves shall be installed per installation detail. D Install six (6)inches of pee gravel into bottom of all valve boxes. E Gate valves 6 inch and larger shall be cast or ductile iron. They shall conform to AWWA C-509 Stem shall be fitted with a 2" x2" square wrench nut and shall be opened counter-clockwise. Stem extension shall be added to bring operating nut to within 2 (two) feet of finished grade. 2.04 REMOTE CONTROL VALVES A Plastic Automatic Control Valves.Molded-plastic body,normally closed,diaphragm type with manual flow adjustment, and operated by 24-V ac solenoid. 1 All electric control valves shall be of the same manufacturer 2. All electric control valves shall have a manual flow adjustment and pressure regulating module. 3 Provide and install one control valve box for each electnc control valve. 4 Electric remote control valve shall be Hunter ICV Series. 5 Install six (6) inches of pea gravel into bottom of all valve boxes. B Automatic Drain Valves 1 Spring-loaded-ball type of construction and designed to open for drainage if line pressure drops below 21 to 3 psi. C Quick-Couplers 1 Factory-fabricated,bronze or brass,two-piece assembly Include coupler water- seal valve; removable upper body with spring-loaded or weighted, rubber- covered cap,hose swivel with ASME B 1.20 7,3/4-11.5NH threads for garden hose on outlet; and operating key a. Manufacturers i. Hunter 2. All quick couplers shall be installed using "O"-ring style swing joint and located in 10" round valve box with purple lids. ' D Remote Control-Valve Boxes 1 Box and cover, with open bottom and openings for piping; designed for installing flush with, grade. Include size as required for valves and service. 2. Valve boxes shall be heavy duty plastic 17 inch by 11-3/4 inch by 12 inch depth,black with black cover 3 Valve box shall be Series 1419, non-hinged, non-bolt cover, by Carson Industries, Inc., or approved equal. a. Manufacturers i. Carson Industries, LLC. u. Christy Concrete Products, Inc E Gate Valve and Control Wire Splice Boxes 12/2014 ) 02811 -8 of 19 555 CITY OF PEARLAND LANDSCAPE,IRRIGATION 1 Gate valves and control wire splice boxes shall be heavy duty plastic 10 inch diameter by 101/4 inch deep, black with black cover, No 910-12B, by Carson Industries, Inc. or approved equal. F Drainage Backfill 1 Cleaned gravel or crushed stone, graded from 3/8 inch minimum to 1 inch maximum. 2.05 SPRINKLERS A Brass or plastic housing and corrosion-resistant interior parts designed for uniform coverage over entire spray area indicated,at available water pressure ,Manufacturers Hunter Industries. B Flush, Surface Sprinklers or VANs (Variable Angle Nozzle) Fixed pattern, with screw-type flow adjustment. C Bubblers Fixed pattern, with screw-type flow adjustment. D Shrubbery Sprinklers. Fixed pattern, with screw-type flow adjustment. E Pop-up, Spray Sprinklers Fixed pattern, with screw-type flow adjustment and stainless-steel retraction spnng. F Pop-up, Rotary, Spray Sprinklers Gear drive, full-circle and adjustable part- circle types. G Pop-up, Rotary, Impact Sprinklers Impact drive, full-circle and part-circle types. H Aboveground, Rotary, Impact Spnnklers Impact drive, full-circle and part- circle types. I Matched precipitation rates - Sprays and rotors shall have matching application rates within each irrigation zone. J MP Rotators wind resistant multi stream nozzle 2.06 CONTROLLERS A The ACC controller shall be capable of two-wire decoder control of up to 99 stations via a plug-in decoder output module The decoder output module shall be field- installable without tools.The decoder output module shall have an intrinsic capability of up to 99 stations, and shall occupy 3 modular expansion slots inside the ACC controller cabinet. B The decoder output module shall have 6 two-wire output paths to the field. The decoders may be wired in sequence over any combination of the two-wire paths, including all 99 on a single two-wire path.Each path may extend up to 10,000 ft.to the end of the wire run over 14 AWG(1.5mm dia.)wire,or 15,000 ft.over 12 AWG(2mm dia.) _ 12/2014 02811 -9 of 19 556 CITY OF PEARLAND LANDSCAPE IRRIGATION C The wire paths shall be twisted pair; solid-core, color-coded red/blue pairs with each conductor in a polyethylene jacket suitable for direct burial.The two-wire paths shall be Hunter Industries Model IDWIRE I for 14 AWG (1.5mm) conductors, or Model IDWIRE2 for 12 AWG (2mm) conductors for extended range (over 10,000 ft., up to 15,000 ft.) D All connections in the two-wire paths(outside the controller enclosure)shall be made with 3M DBR-6 waterproof, strain relieving direct burial connectors,or exact equals Decoder output to solenoid connections shall be made with 3M DBY waterproof, strain-relieving connectors or exact equals No substitution of wire or wire connection specifications is permissible All connections, tees, and splices shall be positioned in valve boxes in valve boxes for future location and service. E One Decoder per valve, installed in the valve box is required unless otherwise approved. F The installer shall provide adequate earth ground(not to exceed I 0 Ohms)and connect it to one of the decoder ground leads every 750 ft., or every 10th decoder module, whichever is shorter Also install on each dead end of the wire path. G The ICD decoders and Sensor Decoders shall be UL and c-UL listed, and shall be CE and C-tick approved. H Final location of automatic controllers shall be approved by the Owner's authorized representative. I Unless otherwise noted on the plans, the 120 volt electrical power to the automatic controller location to be furnished by others The final electric hook-up shall be the responsibility of the Irrigation Contractor J If two wire systems are not fitting to the system needed, another Hunter Controller with conventional wiring will be used. K Controllers will be capable of communicating with offsite Hunter software, unless otherwise approved by owner L Control Equipment - Irrigation control equipment shall include and automatic imgation controller with the following features, program flexibility such as repeat cycles and multiple program capabilities, battery back-up to retain the imgation programs, and a rain sensor device 2.07 WIRING A Wiring: AWG-ULUF 600 volt with solid-copper conductors and insulated cable, suitable for direct burial. 1 Manufacturers 12/2014 02811 - 10 of 19 557 CITY OF PEARLAND LANDSCAPE IRRIGATION a. Paige Cable b Regency Wire and Cable c Approved equal B Feeder-Circuit Cables No 12 AWG minimum,between building and controllers and runs over 1,000 LF Low-Voltage, Branch-Circuit Cables No 14 AWG minimum, between controllers and automatic control valves, color coded different from feeder- circuit-cable jacket color;with jackets of different colors for multiple-cable installation in same trench. C Install 3 spare wires from each controller to farthest valve in each direction. D Where more than one(1) wire is placed in a trench, the wiring shall be taped together at intervals of ten (10) feet. E An expansion curl shall be provided within three (3) feet of each wire connection. Expansion curl shall be of sufficient length at each splice connection at each electric control, so that in case of repair, the valve bonnet may be brought to the surface without disconnecting the control wires. F Control wires shall be laid loosely in trench without stress or stretching of control wire conductors G All splices shall be made with Scotch-Lok #3576 Connector Sealing Packs, DBY (Direct Bury) Splice by 3M or approved equal. Use one splice per connector sealing pack. H Field splices between the automatic controller and electrical control valves, less than 500' apart, will not be allowed without prior approval of the Architect. I All field splices shall be installed in a 10"round valve box as specified in section 2.04 2.08 BACKFLOW PREVENTERS A Backflow Preventers shall be bronze and copper,pressure vacuum breaker assembly Febco No 765 by Febco Sales,Inc. (CMB Industries),or approved equal. Size as per drawings. 1 Reduced Pressure Backflow Febco No 825Y 2. Double Check Assembly. Febco No 850 3 Or approved equal. 2.09 REMOTE CONTROL VALVE TIES A Remote control valve ties shall be Christy's Valve I.D tag model ID-STD-Y with wire to attach numbered tag to valve. 2.10 SOLVENT CEMENT FOR SOLVENT WELDED JOINTS 12/2014 02811 - l l of 19 558 CITY OF PEARLAND LANDSCAPE IRRIGATION A CHRISTY'S RED HOT BLUE GLUE T Christy Enterprises,Inc ,or approved equal. Use a compatible primer recommended by the solvent cement manufacturer 2.11 SEALANT FOR THREADED JOINTS UNDER CONSTANT PRESSURE A RECTOR SEAL LIQUID TEFLON by Rector Seal Corp , or approved equal. 2.12 SLEEVES UNDER PAVING FOR CONTROL WIRE AND IRRIGATION LINES A ASTM D 2455, PVC, Schedule 40 sized as shown on drawings. 2.13 FITTINGS FOR THREADED JOINTS A ASTM D 2466, PVC, Schedule 80 2.14 BACKFLOW ENCLOSURES A The backflow enclosure shall be of a vandal and weather resistant nature manufactured entirely of formed tubing and rod,coated with a performance polymer alloy coating to prevent injury The mounting base and locking mechanism shall be manufactured entirely of metal or fiber glass.The locking mechanism shall be of the full release type which allows for complete removal of the enclosure from its mounting base without the use of tools. The handle controlling the locking mechanism shall be concealed within the surface of the enclosure and provide for a padlock. B The backflow enclosure shall be Strong Box Model manufactured by V.I.T Products Inc., 800-729-1314 No SBBC-30CR Or approved equal. C Hot Box Enclosure—CDR Systems Corporation or approved equal. 2.15 RAINFALL MONITOR A Provide a Mini-Clik by Hunter Industries or approved equal. 2.16 FLOW SENSOR A Install Flow sensor- Hunter Flow Click 3.0 EXECUTION 3.01 EXAMINATION A Site Conditions 1 Verify location of existing utilities 2. Verify that required utilities are available,in proper location,and ready for use. 3 All scaled dimensions are approximate. 4 The Contractor shall check and verify all size dimensions and receive Architect's approval prior to proceeding with work under this section. 5 Exercise extreme care in excavating and working near existing utilities 12/2014 02811 - 12 of 19 559 CITY OF PEARLAND LANDSCAPE IRRIGATION 6 Contractor shall be responsible for damages to utilities which are caused by his operations or neglect. Check existing utilities drawings for existing utility locations. 7 Coordinate installation of sprinkler irrigation materials including pipe,so there shall be No interference with utilities or other construction or difficulty in planting trees, shrubs, and ground covers 8 Coordinate work with other site contractors 9 The Contractor shall carefully check all grades to satisfy himself that he may safely proceed before starting work on the sprinkler irrigation system. 10 No machine trenching,unless approved by Architect,is to be done within drip line of trees Trenching is done by hand, tunneling or boring or other methods shall be approved by Architect. 11 It is understood that the piping layout is diagrammatic and piping shall be routed around trees and shrubs in such manner to avoid damage to plants. 3.02 PREPARATION A Physical Layout: 1 Piping and head layout is shown on plans in schematic form only 2. All pipes to be installed directly behind curbs, walks, and walls wherever possible. 3 Prior to installation, the Contractor shall stake out all pressure supply lines, routing and location of sprinkler heads. 4 All layouts shall be approved by Architect prior to installation. 5 Route pipes to avoid plants, ground cover and structures. 6 Review layout requirements with other affected work. Coordinate locations of sleeves under paving to accommodate system. B Water Supply. 1 Sprinkler Irrigation system shall be connected to water supply points-of- connection as indicated on the drawings 2. Connections shall be made at approximate locations as shown on drawings. Contractor is responsible for minor changes caused by actual site conditions. 3 Reclaimed systems utilizing purple pipe may be requested by owner In the event of the installation of a reclaimed system.All components will utilize the same previously described manufacturer to provide `purple pipe'components. 4 All Reclaimed/Purple Pipe systems will conform to 30 TAC §344 1 3.03 TRENCHING A Refer to Section 02318 — Excavation and Backfill for Utilities for excavating, trenching, and backfilling. B Location of Heads - Design location is represented as accurately as possible Make minor adjustments on site with approval of Landscape Architect as necessary to ensure consistent and even spacing where applicable.Set all heads minimum 6"from back of curb and 6" from edge of concrete walls. 12/2014 02811 - 13 of 19 560 CITY OF PEARLAND LANDSCAPE IRRIGATION C Install piping and wiring in sleeves under sidewalks, roadways, parking lots, and railroads. D Drain Pockets Excavate to sizes indicated. Backfill with cleaned gravel or crushed stone, graded from 3/4 to 3, to 12 inches below grade. Cover gravel or crushed stone with sheet of asphalt-saturated felt and backfill remainder with excavated material. E Provide minimum cover over top of underground piping according to the following. 1 Irrigation Main Piping. Minimum depth of 18 inches below finished grade. 2. Circuit Piping. 12 inches 3 Drain Piping: 12 inches. 4 Sleeves 24 inches. F Backfill 1 The trenches shall not be backfilled until all required tests are performed, or until cover up is approved by the owner 2. Trenches shall be carefully back-filled with the excavated materials approved for backfilling, consisting of earth, loam, sandy clay, sand, or other approved matenals, free from large clods of earth or stones Backfill shall be mechanically compacted in landscaped areas to a dry density equal to adjacent undisturbed soil in planting area. 3 Backfill will conform to adjacent grades without dips,sunken areas,humps or other surface irregularities 4 A sand material backfill will be initially placed on all lines (minimum 3" depth) No foreign matter larger than one-half(1/2) inch in size will be per- mitted in the initial backfill. 5 Where rock is encountered in trenching, 4" of sand above the pipe and 4" of sand below the pipe will be used as the initial backfill. 6 Flooding of trenches will be permitted only with approval of Architect. 7 If settlement occurs and subsequent adjustments in pipe, valves, sprinkler heads, lawn or planting, or other construction are necessary, the Contractor shall make all required adjustments without cost to the Owner 8 Trench shall be excavated to accommodate grade changes. 9 Trench shall not be left open overnight unless caution taped or fenced off 10 Existing Lawns-Where trenching is required across existing lawns,(or in the event of changes or repairs after new lawn has been established),uniformly cut strips of sod 6 inches wider than trench. Remove sod in rolls of suitable size for handling and keep moistened until replanted. 11 Backfill trench to within 6 inches of finished grade and compact. 12 Continue fill with acceptable topsoil and compact to bring sod even with existing lawn. 13 Replant sod within 2 days after removal,roll and water generously;unless new sod or hydro mulch is to be installed. 14 All sod areas not in-healthy condition equal to adjoining lawns 30 days after replanting shall be re-sodded and restored to original condition. 3.04 INSTALLATION 12/2014 02811 - 14 of 19 561 CITY OF PEARLAND LANDSCAPE IRRIGATION A Pipes 1 Piping Mains and Laterals - Lay out sprinkler mainlines and perform line adjustments and site modifications to laterals pnor to excavation.Lay pipe on solid sub base,uniformly sloped without humps or depressions 2. Coordinate pipe installation with conduit installation. 3 PVC pipe Assembly a. Cut PVC pipe square and de-burr b Clean pipe and fittings using primer as recommended by the PVC pipe manufacturer Use tinted primer to aid in visual inspection and blue glue. c Apply a thin even flow coat of PVC solvent cement to inside of the fitting and pipe mating surface. d. Cure joints as recommended by the manufacturer and keep pipe and fitting out of service during curing period. e. Construct watertight joints equal or greater in strength than the pipe. Do not tap pipe at fittings. f Install plastic pipe in dry weather, when temperature is above 40 degrees F and in accordance with manufacturer's written instructions g. Allow joints to cure at least 24 hours at temperature above 40 degrees F before testing. h. Plastic pipe shall be snaked in the trenches in a manner to provide for expansion and contraction as recommended by pipe manufacturer i. Extend primer 1/2" beyond glue joint for visual inspection. Ensure that the pipe is not laid on top of fittings and put under stress in any way prior to cover-up B Sleeves under Paving 1 The majority of sleeves under paving exist as shown on drawings. Where boring is required for new sleeves (refer to drawings),it shall be a"wet bore." Install sleeves 12" beyond edge of pavement. Perform trench and backfill in accordance with these specifications. 2. Sleeves shall be marked on the concrete with 1/4" deep "V" cut into curb C Concrete Thrust Blocks 1 Install where the rubber-gasketed irrigation main changes direction as at ells and tees and where the rubber-gasketed main terminates. 2. Pressure tests shall not be made for a period of 36 to 48 hours following the completion of pouring of the blocks. 3 Blocks for these mains shall be sized and placed in strict accordance with the pipe manufacturer's specifications and shall be of an adequate size and so placed as to take all thrust created by the maximum internal water pressure. D Irrigation Heads 1 Flush irrigation lines with full head of water and install heads after hydrostatic test is completed. 2. Install heads at manufacturer's recommended heights. 12/2014 02811 - 15of19 562 CITY OF PEARLAND LANDSCAPE IRRIGATION 3 Locate part-circle heads to maintain a minimum distance of 4, 12, 24, 48 inches from walls and inches from other boundaries, unless otherwise indicated. 4 Check for uniformity of coverage and pattern correctness Adjust for 100% coverage where required. 5 Install nozzles with water running at reduced pressure starting with the head closest to the valve 6. Adjust arcs and radius at normal operating pressure. 7 Ensure heads do not spray into areas not intended to receive water Example streets and sidewalks. 8 Install heads at minimum of six (6) inches from back of curb 9 Spacing - Sprinkler spacing shall not exceed 55 percent of the spnnkler diameter of coverage. 10 Separate spray and rotors - Sprays and rotors shall not be combined on the same control valve circuit E Drip Tubing 1 Tubing installed in planting beds is to be placed at spacing indicated on drawings in shallow trench and covered with planting backfill mix 1"-2" deep and then covered with mulch. 2. Tubing is to be placed after bed preparation is complete and plant matenal is planted and root ball anchor is installed. 3 Drip tubing is to be placed on top of root balls of trees in planting beds to allow for even watering of trees. 4 All tubing is to be reviewed by Owner's Representative prior to burying. F Electric Remote Control Valves 1 Adjust automatic control valves to provide flow rate at rated operating pressure required for each irrigation section. 2. Install valves in valve boxes,arranged for easy adjustment and removal.Locate valves to ensure ease of access for maintenance such that no physical interference with other elements of the project exists. 3 Remote Control Valve Tags to be used in Section 2 09 4 One Remote Control Valve Tag shall be attached to stem of each electnc remote control valve. Tags shall be numbered sequentially Numbers shall correspond to station numbers in electric controller Provide tags and corresponding numbers for wires pulled for future valves 5 Valve Boxes - Install valve boxes to cover electric remote control valves. Install one valve per valve box. Top of valve box shall be flush with finished grade. Bury minimum 4 bricks under base of each box as support. 6 Control Wire Splice Boxes-Install control wire splice box to cover any splice in control wire. Top of valve box shall be flush with finished grade. Bury minimum 4 bricks under base of each box as support.Install control wire splice box to cover wires pulled for future valves. G Gravel Backfill 1 Backfill valve boxes and control wire splice boxes with gravel, minimum 6 inch depth. 12/2014 02811 - 16 of 19 563 CITY OF PEARLAND LANDSCAPE IRRIGATION H Electric Controller 1 Controllers shall be fully grounded. 2. Connect remote control valves to controller in clockwise sequence to correspond with stations 1, 2, 3, successively 3 Affix a non-fading copy of irrigation diagram to cabinet door below controller's name.Irrigation diagram shall be sealed between two plastic sheets, 20 mils Minimum thickness. Irrigation diagram shall show clearly all valves operated by the controller, showing station number, valve size, and type of planting irrigated. 4 Provide lockable cabinet.Provide two keys to Owner Keys to be matched with existing controller key locking mechanisms. - 5 Power to Controller& Locations Locations shown on plan for controllers is approximate. Final location shall be determined on site by Owner 6 Contractor shall supply 120 VAC to controller from adjacent existing power sources. Follow local governing codes in electrical work. 7 Lightning Protection and Grounding: Provide full grounding and lightning protection per system manufacturer's recommendations. 8 Wall mounted controllers, electrical meters and breaker boxes shall be mounted on I-beam structures I Irrigation Control Wires 1 Provide 24 volt system for control of automatic circuit-section valves of underground imgation system.Provide unit capacity to suit number of circuits indicated. 2. Install control wires with irrigation mains and laterals in common trench where possible Lay control wires neatly together to side of pipe.Provide looped slack at valves,corners,bores and snake wire in trench to allow for contraction. Tie wires in bundles at 10 foot intervals Line splices will be allowed on runs of 500 Ft.or more.Splices shall be made and placed in control wire splice boxes. 3 Provide 12 inch long expansion loop within 3 feet of each wire connection and splice on runs of wire 100 feet or longer J Backflow Preventers 1 Make required connection to water supply according to local codes and manufacturer's written instructions. 2. Install pressure type backflow devices at required grade in accordance with the local Plumbing Code 3 Insulate all above ground piping. 3.05 FIELD QUALITY CONTROL AND TESTING A General - Notify Landscape Architect 48 hours in advance when testing will be conducted. Conduct tests in presence of Landscape Architect and owner B The Parks and Recreation Department will conduct open trench inspections daily,prior to cover-up 12/2014 02811 - 17 of 19 564 CITY OF PEARLAND LANDSCAPE IRRIGATION C Hydrostatic Test - Test imgation main line, before backfilling trenches, to a hydrostatic pressure of not less than 100 psi for 1 hour Piping may be tested in sections to expedite work.Remove and repair or replace piping and connections which do not pass hydrostatic testing. D Shut off mainline at backflow preventer during non-working hours until Contractor has demonstrated the mainline is stable. E Operational Testing - Perform operational testing after hydrostatic testing is completed, backfill is in place and irrigation heads are adjusted to final position. F Demonstrate to Landscape Architect that system meets coverage requirements, is as specified and indicated, and that automatic controls function properly G Coverage requirements are based on operation of one circuit at a time. H After completion of grading, sodding and rolling of grass areas,carefully adjust lawn spnnkler heads so they will be flush with finish grade. Set shrub spnnkler heads not more than 1/2 inch above top of mulch. I Ensure watering does not extend into unintended areas, such as roadways and sidewalks J Field inspection and testing will be performed. K Prior to filling, test system for leakage for whole system to maintain 100 psi pressure for one hour 3.06 FILLING A Provide 3 inch sand cover over piping.Fill trench and compact to subgrade elevation. Protect piping from displacement. 3.07 ADJUSTING A Adjust control system to achieve time cycles required. B Change and adjust head types for full water coverage as directed. 3.08 MAINTENANCE A Contractor shall"correctly maintain the irrigation system during the installation process and throughout the landscaping maintenance service penod. B Contractor shall provide "As Built" Drawings for new work, showing dimensioned location of valves,meters,backflow preventers,controllers,and mainline Contractor shall request reproducible mylar from the Landscape Architect in preparation of"As Built" Drawings. Contractor shall also provide a small laminated set of plans in each irrigation controller, which is color coded for each set of heads each valve operates. 12/2014 02811 - 18 of 19 565 CITY OF PEARLAND LANDSCAPE IRRIGATION C Maintenance and management - The landscape and irrigation system shall be maintained and managed to ensure water efficiency, and prevent wasteful practices This should include,but not limited to resetting the automatic controller according to the season, flushing the filters, testing the rain sensor device, monitoring, adjusting, and repainng irrigation equipment such that the efficiency of the system is maintained and utilizing turf and landscape best management practices during the maintenance period. 3.09 DEMONSTRATION A Provide system demonstration. B Instruct Owner's personnel in operation and maintenance of system, including adjustment of sprinkler heads. Use operation and maintenance material as basis for demonstration. END OF SECTION i 12/2014 02811 - 19 of 19 566 CITY OF PEARLAND CHAIN LINK FENCES AND GATES Section 02821 CHAIN LINK FENCES AND GATES 1.0 GENERAL 1.01 SECTION INCLUDES A Fence framework, fabric, and accessories. B Excavation for post bases, concrete foundation for posts and center drop for gates 1 Manual gates and related hardware. C References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2 Section 01350—Submittals D Referenced Standards 1 American Society for Testing and Materials (ASTM) a. ASTM A 570, "Standard Practice for Roof System Assemblies Employing Steel Deck, Performed Roof Insulation, and Bituminous Built-Up Roofing" b ASTM A 1011, "Standard Specification for Steel, Sheet, and Stnp, Hot-Rolled, Carbon, Structural, High-Strength Low Alloy and High- Strength Low Alloy with Improved Formability" c ASTM A 307, "Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength" 2. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A Measurement for fencing shall be on a linear foot basis for height noted,measured and complete in place. B Measurement for gates shall be per each, complete in place C Payment for chain link fences and gates includes all labor and materials required to complete installation as indicated on Plans. D Refer to Section 01200—Measurement and Payment Procedures 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 07/2006 02821 - 1 of 4 567 CITY OF PEARLAND CHAIN LINK FENCES AND GATES B Shop Drawings Indicate plan layout, spacing of components, post foundation dimensions, hardware anchorage, and schedule of components. ' C Product Data. Provide data on fabric, posts, accessones, fittings and hardware that indicates that items match or exceed the quality of existing. 1.04 SYSTEM DESCRIPTION A Fence Height shall be as indicated on Plans or as noted to match height of existing B Extension arms for barbed wire shall match existing. C Line Post Spacing shall not exceed 10 feet, or as shown on Plans 1.05 QUALIFICATIONS A Manufacturer Company specializing in manufacturing the products specified in this Section with minimum three years experience. 1.06 FIELD MEASUREMENTS A Verify that field measurements are as indicated on Shop Drawings 2.0 PRODUCTS 2.01 GALVANIZED FENCING A Fence fabric shall be No 9 steel wire, hot galvanized after weaving, to match or exceed existing. B Framework shall be hot-dipped galvanized with a minimum coating of 2 ounces/sf,or one ounce/sf plus 30 micrograms/square inch chromate conversion coating. C Line posts shall be 2" and conform to ASTM A 570 Grade 45 steel or ASTM A 569, cold rolled steel. All posts shall have sphencal plugs D End corner, angle, and pull posts shall be 2 1//2" and conform to ASTM A 570 Grade 45 steel or ASTM A 569 for steel pipe. E Top rails shall be 1 65 x 1.25 inch formed C-section, or 1 6 inch round ASTM A 569, 1 35 lbs/ft;or one 5/8 inch outside diameter steel pipe,2.27 lbs/ft. Top rails shall pass through openings provided for that purpose in post tops. F Fabric ties shall be hog rings, galvanized steel wire not less than 9-ga with a zinc coating of not less than 1 2 ounces/sf G Bolts and nuts shall be in conformance with ASTM A 307 and shall be galvanized in accordance with AASHTO M232. 07/2006 02821 -2 of 4 568 CITY OF PEARLAND CHAIN LINK FENCES AND GATES H Install horizontal braces fabricated of one 5/8 inch,2.271b copper bearing steel pipe at all corner, gate, and end posts. I All posts to have malleable iron top caps J Bottom tension wire shall be#7 gauge wire. K Gates shall be either swing or slide as shown on the plans. Swing gates shall be hinged to swing 90 degrees from closed to open or hinged to swing 180 degrees from close to open. Slide gates shall be roller type with no vertical obstructions. All gate leaves shall have intermediate members and diagonal stress rods as required for rigid construction and shall be free from sag or twist. All gates shall be fitted with vertical extension arms or shall have frame end number extended to carry barbed wire. Gate posts for gates shall be 4-inch, 9 1 lb pipe. Gate frames shall be made of 2-inch outside diameter,castings. Fabric shall be the same as for the fence. Gates shall have malleable iron ball and socket hinges, catches, stops and padlocks with 3 keys each. Posts for single gates shall be the same as end posts 3.0 EXECUTION 3.01 INSTALLATION A Install chain link fence in accordance with the directions of the manufacturer and these Specifications B Install line fence posts at not more than loft centers and concreted at least 36 inches x 12" diameter into the ground in a Class B concrete base. Allow concrete to cure for at least 7 days before erecting remainder of fence. Fasten fabric to line posts with wire ties spaced about 14 inches apart and to top rail spaced about 24 inches apart. C Use standard chain link fence stretching equipment to stretch the fabric before tying it to the rails and posts. Repeat the stretching and tying operations about every 100 feet. D Erect gates so they swing or slide in the appropriate direction. Provide gate stops as required. Secure hardware, adjust, and leave in perfect working order Adjust hinges and diagonal bracing so that gates will hang level. Adjust rollers and guides of sliding gates so that gates are level. E At small natural or drainage ditches where it is not practical for the fence to conform to the contour of the ground, span the opening below the fence with wire fastened to stakes of required length. The finished fence shall be plumb, taut, true to line and ground contour When directed, stake down the chain link fence at several points between posts 07/2006 02821 -3 of 4 569 CITY OF PEARLAND CHAIN LINK FENCES AND GATES F Where new fence joins an existing fence, set a corner post and brace post at the junction and brace as directed. If the connection is made at other than the corner of the new fence the last span of the old fence shall contain a brace. END OF SECTION 07/2006 02821 -4 of 4 570 CITY OF PEARLAND TOPSOIL Section 02910 TOPSOIL 1.0 GENERAL 1.01 SECTION INCLUDES A Furnishing and placing topsoil for finish grading and for seeding, sodding, and planting. B References to Technical Specifications 1 Section 01200 -Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01450—Testing Laboratory Services 4 Section 01500—Temporary Facilities and Controls 5 Section 02200—Site Preparation 6 Section 01140—Contractor's Use of Premises 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for topsoil under this Section. Include cost in Bid Items for which topsoil is a component. B If topsoil is included as a Bid Item, measurement will be based on the units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals B Submit product quality, material sources, and field quality information in accordance with this Section. 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 — Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 07/2006 02910- 1 of 3 571 7- CITY OF PEARLAND TOPSOIL 2.0 PRODUCTS 2.01 TOPSOIL A Topsoil shall be fertile, friable, natural sandy loam surface soil obtained from excavation or borrow operations having the following characteristics 1 pH value of between 5.5 and 6.5 2. Liquid limit: topsoil not exceed 50 3 Plasticity index. 10 or less. 4 Gradation. maximum of 40 percent with a passing the#280 sieve. B Topsoil shall be reasonably free of subsoil,clay lumps,weeds,non-soil materials and other litter or contamination. Topsoil shall not contain roots,stumps,and stones larger than 2 inches. C Obtain topsoil from the top material from naturally well drained areas where topsoil occurs at a minimum depth of 4 inches and has similar characteristics to that found at the placement site Do not obtain topsoil from areas infected with a growth of, or reproductive parts of nut grass or other noxious weeds 3.0 EXECUTION 3.01 EXAMINATION A Verify that excavation and embankment operations have been completed to correct lines and grades. 3.02 TOPSOIL STRIPPING AND SOTCKPILING A Conform to topsoil stripping and stockpiling requirements of Section 02200 — Site Preparation. 3.03 PLACEMENT A Contractor shall conduct erosion control practices described in Section 01566-Source Controls for Erosion and Sedimentation during topsoil placement operations B For areas to be seeded or sodded, scarify or plow existing surface material to a minimum depth of 4 inches,or as indicated on the Plans Remove any vegetation and foreign inorganic material. Place 4 inches of topsoil on the loosened material and roll lightly with an appropriate lawn roller to consolidate the topsoil. C Increase depth of topsoil to 6 inches when placed over cement stabilized sand used as bedding and backfill material. D For areas to receive bushes or trees,excavate existing material and place topsoil to the depth and dimensions shown on the Plans. 07/2006 02910-2 of 3 572 CITY OF PEARLAND TOPSOIL E Remove spilled topsoil from curbs, gutters, and, paved areas and dispose of excess topsoil in accordance with requirements of Section 01140 — Contractor's Use of Premises. 3.04 PROTECTION OF THE WORK A Protect and maintain topsoil until a vegetative cover is established. B Repair areas damaged by Contractor's operations at no cost to Owner END OF SECTION 07/2006 02910-3 of 3 573 CITY OF PEARLAND HYDROMULCH SEEDING Section 02921 HYDROMULCH SEEDING 1.0 GENERAL 1.01 SECTION INCLUDES A Seeding, fertilizing, mulching, and maintaining areas of commercial, industrial, or undeveloped land disturbed during construction and not paved or designated to be paved, or as indicated on Plans. B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01500—Temporary Facilities and Controls 4 Section 02910—Topsoil 5 Section 02255—Bedding, Backfill, and Embankment Materials 6 Section 01140—Contractor's Use of Premises 1.02 MEASUREMEN AND PAYMENT A Measurement for hydromulch seeding is on a per acre basis,measured and complete in place B Payment for hydromulch seeding shall include all labor, materials, equipment, and preparation necessary for application and maintenance. C No payment shall be made for hydromulch seeding used in restoration of areas disturbed by Contractor outside the limits of construction. D Refer to Section 01200—Measurement and Payment Procedures 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit certification from supplier that each type of seed conforms to these specification requirements and the requirements of the Texas Seed Law Certification shall accompany seed delivery C Submit a certificate stating that fertilizer complies with these specification requirements and the requirements of the Texas Fertilizer Law 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls 07/2006 02921 - 1 of 4 574 CITY OF PEARLAND HYDROMULCH SEEDING 2.0 PRODUCTS 2.01 MATERIALS A Topsoil. Conform to material requirements of Section 02910—Topsoil. B Bank Sand. Conform to material requirements of Section 02255—Bedding,Backfill, and Embankment Materials. C Seed. Conform to U.S Department of Agriculture rules and regulations of the Federal Seed Act and the Texas Seed Law Seed shall be certified 90 percent pure and furnish 80 percent germination and meet the following requirements 1 Rye Fresh, clean, Italian rye grass seed (lollium multi-florum), mixed in labeled Proportions. As tested, minimum percentages of impurities and germination must be labeled. Deliver in original unopened containers. 2. Bermuda. Extra-fancy, treated, lawn type common bermuda (Cynodon dactylon) Deliver in original,unopened container showing weight, analysis, name of vender, and germination test results. 3 Wet, moldy, or otherwise damaged seed will not be accepted. D Fertilizer Dry and free flowing,inorganic,water soluble commercial fertilizer,which is uniform in composition. Deliver in unopened containers which bear the manufacturers guaranteed analysis. Caked,damaged,or otherwise unsuitable fertilizer will not be accepted. Fertilizer shall contain minimum percentages of the following elements Nitrogen. 10 Percent , Phosphoric Acid. 20 Percent Potash. 10 Percent E Mulch. Virgin wood cellulose fibers from whole wood chips having a minimum of 20 percent fibers 0 42 inches(10 7 mm)in length and 0 01 inches(0.27 mm)in diameter Mulch shall be dyed green for coverage verification purposes. F Soil Stabilizer "Terra Tack" 1 or approved equal. G Weed control agent: Pre-emergent herbicide for grass areas, "Benefin" or approved equal. 3.0 EXECUTION 3.01 PREPARATION A Do not start or perform work under conditions that are not satisfactory to perform tasks due to inclement or impending inclement weather B After the areas to receive hydromulch seeding have been brought to grade,rake out any foreign organic or inorganic material, including stones, hard clay lumps, and other debris 07/2006 02921 -2 of 4 575 CITY OF PEARLAND HYDROMULCH SEEDING C Level with Bank Sand or Topsoil, as approved by the Engineer D Loosen the subgrade by discing or by scarifying to a depth of at least 4 inches. E Place and compact a layer of topsoil in accordance with requirements of Section 0291.0 —Topsoil. F Surface of topsoil shall be smooth and free of weeds,rocks,and other foreign material immediately before applying hydromulch seeding. 3.02 APPLICATION A Seed. Apply uniformly at the following rates for type of seed and planting date. APPLICATION PLANTING TYPE RATE DATE POUNDS/A Hulled Common Bermuda Grass 98/88 40 Unhulled Common Bermuda Grass 98/88 40 Jan 1 to Mar 31 Hulled Common Bermuda Grass 98/88 40 Apr 1 to Sep 30 Hulled Common Bermuda Grass 98/88 40 Unhulled Common Bermuda Grass 98/88 40 Oct 1 to Dec 31 Annual Rye Grass(Gulf) 30 B Fertilizer Apply uniformly at a rate of 500 pounds per acre. C Mulch. Apply uniformly at a rate of 50 pounds per 1000 square feet. D Soil stabilizer Apply uniformly at a rate of 40 pounds per acre. E Weed control agent: Apply at manufacturer's recommended rate prior to Hydromulching. F Suspend all operations under conditions of drought,excessive moisture,high winds,or extreme or prolonged cold. Obtain the Engineer's approval before resuming operations. 3.03 MAINTENANCE A Maintain grassed areas by watering,fertilizing, weeding,and trimming as required to establish and sustain 70% acceptable vegetative cover B For areas seeded in the fall, continue maintenance the following spring until an acceptable lawn is established. 3.04 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. 07/2006 02921 -3 of 4 576 CITY OF PEARLAND HYDROMULCH SEEDING 3.05 PROTECTION OF THE WORK A Protect_and maintain grassed areas a minimum of 90 days, or as required to establish an acceptable lawn. B Once a lawn is established,protect and maintain it until completion of the Work. C Replace seeded areas damaged by Contractor's operations at no cost to Owner END OF SECTION 07/2006 02921 -4 of 4 577 CITY OF PEARLAND SODDING Section 02922 SODDING 1.0 GENERAL 1.01 SECTION INCLUDES A Sodding areas of residential lawns disturbed during construction and not paved or designated to be paved, or as indicated on Plans. B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 01500—Temporary Facilities and Controls 4 Section 02910—Topsoil 5 Section 02255—Bedding, Backfill, and Embankment Materials 6 Section 01140—Contractor's Use of Premises C Definitions 1 Lawn - ground covered with fine textured grass kept neatly mowed. 2. Sod- blocks, squares, strips of turf grass, and adhering soil used for vegetative planting. 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 utility or paving. B If sodding is included as a Bid Item,measurement will be based on the units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. C No payment shall be made for sodding of restoration areas disturbed by Contractor outside the limits of construction. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit material sources and product quality information in accordance with this i Section. , C Submit a certificate stating that fertilizer complies with these specification requirements and the requirements of the Texas Fertilizer Law 07/2006 02922- 1 of 4 578 CITY OF PEARLAND SODDING 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls 2.0 PRODUCTS 2.01 MATERIALS A Topsoil. Conform to material requirements of Section 02910—Topsoil. B Bank Sand. Conform to material requirements of Section 02255—Bedding,Backfill, and Embankment Materials C Fertilizer Available nutrient percentage by weight: 12 percent nitrogen, 4 percent phosphoric acid, and 8 percent potash, or 15 percent nitrogen, 5 percent phosphoric acid, and 10 percent potash. D Weed and Insect Treatment: Provide acceptable treatment to protect sod from weed and insect infestation. Submit treatment method to the Engineer for approval. All insect and disease control shall be installed within guidelines set forth by the Structural Pest Control Board of the State of Texas E Water Potable, available on-site through Contractor's water trucks Do not use private resident's water 2.02 SOD A Species Bermuda (Cynodon Dactylon), Buffalo (Buchloe Dactyloides), or St. Augustine to match existing or as directed. B Contents 95 percent permanent grass suitable to climate in which it is to be placed, not more than 5 percent weeds and undesirable grasses, good texture, free from obnoxious grasses, roots, stones and foreign matenals. C Size 12 inch wide strips,uniform in thickness(2 inch minimum with clean-cut edges. D Sod is to be supplied and maintained in a healthy condition as evidenced by the grass being a normal, green color 3.0 EXECUTION 3.01 PREPARATION A Do not start work until conditions are satisfactory Do not start work during inclement or impending inclement weather Perform Sodding only when weather and soil conditions are deemed by Engineer to be suitable for proper placement. 07/2006 02922-2 of 4 579 i CITY OF PEARLAND SODDING B After the areas to receive sod are brought to grade, rake out any foreign organic or inorganic material, including stones, hard clay lumps and other debris C Level with Bank Sand or Topsoil, as approved by the Engineer D Loosen the subgrade by discing or by scarifying to a depth of at least 4 inches E Place and compact topsoil in accordance with requirements of Section 02910 — Topsoil. Top soil shall be free of weeds and foreign material immediately before sodding F Spread 2-inch (±1") layer of Bank Sand over prepared topsoil. G Pnor to placing sod,rake areas smooth,free from unsightly variations,bumps,ridges, or depressions, and completely free from stones, hard clay lumps and other debris. H Apply fertilizer at a rate of 25 lbs/1000 SF Apply after raking soil surface and not more than 48 hours prior to laying sod. Mix thoroughly into upper 2 inches of soil. Lightly water to aid in dissipation of fertilizer 3.02 APPLICATION A Lay sod with closely fitted joints leaving no voids and with ends of sod strips staggered. Sod shall be laid within 24 hours of harvesting. B After sod is laid, irrigate thoroughly to secure 6-inch minimum penetration into soil below sod. C Tamp and roll sod with approved equipment to eliminate minor irregularities and to form close contact with soil bed immediately after planting and watering. Submit type of tamping and rolling equipment to be used to the Engineer for approval, prior to construction. 3.03 MAINTENANCE A Maintenance Period. 1 Begin maintenance immediately after each section of grass sod is installed and continue for a 30-day period from date of Substantial Completion. 2. Re-sod unacceptable areas. 3 Water, fertilize, control disease and insect pests, mow, edge, replace unacceptable materials, and perform other procedures consistent with good horticultural practice to ensure normal, vigorous and healthy growth. All disease control shall be installed within guidelines set forth by the Structural Pest Control Board of the State of Texas. 4 Notify Engineer 10 days before end of maintenance period for inspection. B Watering. 1 Water lawn areas once a day with minimum 1/2 inch water for the first 3 weeks after area is sodded. 07/2006 02922-3 of 4 580 CITY OF PEARLAND SODDING 2. After 3-week period, water twice a week with 3/4 inch of water each time unless comparable amount has been provided by rain. - 3 Make weekly inspections to determine moisture content of soil unless soil is in frozen condition. 4 Water in the morning to enable soil to absorb maximum amount of water with minimum evaporation. C Mowing. 1 Mow sod at intervals which will keep grass height from exceeding 3-1/2 inches. 2. Set mower blades at 2-1/2 inches. 3 Do not remove more than one-half of grass leaf surface. 4 Sodded areas requiring mowing within 1 month after installation, shall be mowed with a light-weight rotary type mower The sod shall be mowed only when dry and not in a saturated or soft condition. 5 Remove grass clippings during or immediately after mowing D Fertilizer and Pest Control. 1 Evenly spread fertilizer composite at a rate of 40 pounds per 5,000 square feet or as recommended by manufacturer Fertilizer shall not be placed until 2 weeks after placement of sod. 2. Restore bare or thin areas by topdressing with a mix of 50 percent sharp sand and 50 percent sphagnum peat moss 3 Apply mixture 1/4 to 1/2 inch thick. 4 Treat areas of heavy weed and insect infestation as recommended by treatment manufacturer 3.04 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 3.05 PROTECTION OF THE WORK A Protect and maintain sod in good condition until 30 days after Substantial Completion. B Replace sod damaged by Contractor's operations at no cost to Owner END OF SECTION 07/2006 02922-4 of 4 581 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING Section 02931 LANDSCAPE AND TREE PLANTING 1.0 GENERAL 1.01 SECTION INCLUDES A Furnishing all plants and trees, labor, equipment, appliances and materials for landscape and tree planting. Rough and finish grading is part of the landscape work. B References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3 Section 02910—Topsoil 4 Section 02921 —Hydromulch Seeding 5 Section 01562—Waste Material Disposal 1.02 MEASUREMENT AND PAYMENT A Measurement for Landscape Planting is on a Lump Sum. B Payment for Tree Planting is on lump sum basis for each tree planted. C Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit samples of the plants and grasses to be used for approval prior to installation. Inspection will be done on the project site. C Provide materials from the same source and of the same quality and variety as those inspected and approved. D Soils and/or compost materials must be approved at their source prior to delivery 1.04 REFERENCES A ANSI Z 60 1 - Nursery Stock. B Federal Specification Q-P-166E- Peat, Moss, Peat, Humus, and Peat, Reed-Sedge. 1.05 SCHEDULE A The plant schedule gives quantities, scientific names,Lcommon names, sizes, and special remarks 12/2014 02931 - 1 of 15 582 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING B The plant list conforms with Standardized Plant Names, 1942,and American Standard for Nursery Stock, 1949, revised April 14, 2014, as prepared by the American Joint Committee on Horticultural Nomenclature and the American Association of Nurserymen, Inc C In case of discrepancies between the plant list and drawings, the working drawings shall govern. 1.06 DELIVERY AND STORAGE OF MATERIALS A Pack all plant material to provide protection against damage from wind, weather or other possible sources Tie plants to prevent whipping when shipment is made by truck. B When shipment is made by rail, pack plants and ventilate cars as required to prevent sweating. C Provide a platform from all B&B root balls over 24 inches in diameter D Store plants on the site as directed. E Spray with anti-transpirant at time of delivery in warm season months Apply at rates in accordance with manufacturer's recommendations. F Ship trees with Certificates of Inspection as required by governing authorities Label each tree and shrub with securely attached waterproof tag bearing legible designation of botanical and common name. Do not remove container grown stock from containers before time of planting. G Deliver packaged materials in fully labeled original containers showing weight, analysis and name of manufacturer Protect materials from deterioration dunng delivery, and while stored at Site. H Materials shall not be pruned prior to installation unless approved by the Engineer in writing Do not bend or bind-tie trees or shrubs in such a manner as to damage bark, break branches, or destroy natural shape. Use protective covering during delivery 1.07 SUBSTITUTIONS A Substitution of larger size or better grade than specified will be allowed,but with no increase in unit cost. B Substitution of an alternate species may be accepted upon written approval from the Engineer 1.08 ACCEPTANCE AND APPROVAL A There will be no partial acceptance of grasses. 12/2014 02931 -2 of 15 583 r I CITY OF PEARLAND LANDSCAPE AND TREE PLANTING B Upon Contractor's request,final approval will be made within 15 working days of date of notice to the Engineer if contracted work has been satisfactorily completed. C Final approval of grasses will be given when the following conditions are met: 1 There are no bare spots larger than 9 inches square 2. The total area of bare spots does not exceed 5 percent of the entire grass area. 1.09 WARRANTY A Provide 1-year warranty on all plants and grasses. The warranty penod commences after final completion. B Replace plants that fail during the warranty period according to the specifications I governing the original plants C Periodically inspect plants for proper watenng and spraying, during warranty period. D Damage caused by natural hazards such as hail,high winds or storm is not covered by the warranty E Plant materials and grasses which die due to normal insects or diseases are included in the warranty F Existing in situ plant material required to be moved on the site will be protected under the warranty i G Contractor shall warrant trees against defects including death,unsatisfactory growth,or loss of shape due to improper pruning,maintenance,or weather conditions,for 1 year after completion of planting. Contractor shall plumb leaning trees during warranty period. H Remove and replace trees found to be dead during warranty period. Remove and replace trees which are in doubtful condition at end of warranty period,or if approved by the Engineer, extend warranty period for such trees for a full growing season. 1.10 SOIL ANALYSIS A Submit for approval an analysis of all soils obtained from off-site sources prior to delivery B Analysis of existing soil is not required. 1.11 PLANT CERTIFICATES A Submit inspection certificates approved by the Engineer as required by law with the invoice for each shipment or order of stock: 1 Submit certificates to the Engineer for review in ample time to be reviewed and meet installation schedule 12/2014 02931 -3 of 15 584 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 1.12 PROTECTION OF PERSONS AND PROPERTY A Take all reasonable precautions to prevent injury to people and to avoid damage to existing structures, plants and grasses. Keep the area free of hazardous obstructions B Construct barricades where necessary for the protection of persons and property Mark all barricades with red and white paint and with red reflectors. Erect barricades in the following locations. 1 Areas dangerous to workmen and passersby 2. Along adjoining property that requires protection. 3 Across streets and walks that are temporarily closed or rerouted. 4 Around plants and trees to be protected. C Excavations larger than 1 foot deep and 1 foot wide must be covered when not attended. D Existing trees which may be subject to damage must be protected by fencing or boxing. E During the course of planting operations, protect all installed plants and lawns from damage If heavy equipment or materials must be moved across lawns,use planks or pontoons to protect the turf Similarly protect walks across which heavy equipment must pass 1.13 DEFINITIONS A In situ refers to any soil which is existing and in place on the project site at the time landscape work commences. B Establishment period refers to a penod of 45 days after installation during which time 5 percent of the construction costs will be withheld. 1.14 QUALITY ASSURANCE A Landscaper shall be a firm specializing in landscape and planting work. B Do not make substitutions of approved trees unless approved in writing by the Engineer If specified planting matenal is not obtainable, submit proof of non- availability together with proposal for use of equivalent material. Substitutions of larger size or better grade than specified will be allowed,but with no increase in unit price. 2.0 PRODUCTS 2.01 TOPSOIL A Topsoil Conform to requirements of Section 02910 -Topsoil B Peat moss, bark, and fertilizer Use matenal recommended by nursery for establishment of healthy stock after replanting Moss shall conform to requirements of Federal Specification Q-P-166E. 12/2014 02931 -4 of 15 585 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 2.02 FERTILIZER A Provide an inorganic commercial fertilizer which is uniform in composition, dry and free flowing, in original unopened containers, each beanng the manufacturer's guaranteed analysis. Caked, damaged or otherwise unsuitable fertilizer will not be accepted. 1 For lawns 12-24-12. 2. For ground cover areas,shrub beds and tree holes 20-10-5 (Except for Genus Pyrus (Pear) 2.03 ADDITIVES A Adjustment of pH. For topsoil to attain the specified pH level, furnish raw, ground agricultural limestone containing not less than 85 percent calcium carbonate of which 50 percent will pass through a 100-mesh sieve and 90 percent through a 70-mesh sieve. Wait 2 months after planting before application of fertilizer 1 following table is a guideline to establish the pounds of limestone needed per 1000 square feet of turf. LIMESTONE NEEDED PER 1000 SQUARE FEET SOIL PH SANDS,LOAMY SANDS SANDY LOAM CLAY LOAM,CLAY >6 0 0 0 0 5 1 - 6 0 50 75 100 <5 0 100 125 175 B Humus Provide a nch humus matenal free of sticks, stones, weedy roots, or other foreign matter Humus must have ample water holding capacity and plant food retention. Use a humus with a dark brown to black color C Dressing Mulch. Provide pine or redwood bark that is evenly shredded,consisting of 90 percent organic matter, brown in color, and free of harmful minerals. Maximum particle size not to exceed 3 inches in diameter D Sharp Sand. Obtain clean sharp sand of hard durable grains, free from dirt, organic matter or other impurities. Use sand with a grade between 0 05 mm and 2 mm. E Concrete Gravel. Provide clean, crushed stone consisting of hard, durable,uncoated particles free from injunous amounts of soft friable, thin or laminated pieces Use gravel which conforms to ASTM C 33 The sieve size will be 3/4 inch, 90 to 100 percent passing. 2.04 CONSTRUCTION MATERIALS A Root Ball Anchors. 1 Duck bills will be used to secure the root ball anchors. B Edging. 12/2014 02931 -5 of 15 586 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 1 Provide 1/2-inch x 4 inches, Cypress or Treated Lumber headerboard. 2. Provide 1 inch x 2 inches x 12 inches, Cypress or Treated Lumber stakes. C Cloth for Balling Trees. Use burlap of jute weighing at least 7.2 ounces per square yard. Secure balled plants with 2-ply twine made of jute.' D Paper for Wrapping Trees. Use first quality, 4-inch-wide bituminous impregnated tape, corrugated or crepe paper, specifically manufactured for tree wrapping and having qualities to resist insect infestation. E Materials for Flagging Trees 1 Mark guyed trees with surveyors white plastic tape. 2. Use surveyors plastic tape for marking as follows. a. Red to be removed. b Yellow to be transplanted. c Green to remain. d. Blue to identify special handling F Labels. Legibly label plants with durable labels that identify the plant by scientific and common name Use waterproof ink. G Tree Seal. All pruning cuts,bruises,or scars over 3/4 inch in diameter on trees will be treated with a commercial tree wound dressing. H Polyethylene. Use virgin base,resin blended polyethylene sheeting with carbon black Concentrate of 2.5 percent. 2.05 SPRAYS A Sterilization. 1 Use approved solution of Dyclomec 4G, or equal, for areas to be planted. 2. Use Pramitol, or equal,for areas to be paved. B Herbicides 1 Use an approved systemic non-selective,post emergent herbicide on specified areas to kill all vegetation. 2. Use Confront, or equal, for general control of broadleaf weeds in lawns. 3 Use Preemerg, Eptam, Dryclomec, or equal for ground cover 4 Use an approved pre-emergent to control seed germination in specified areas C Antitranspirant: 1 Use approved antitranspirant for all plant matenal that is stored and/or heeled- in on the site. 2 Use approved antitranspirant on all planted trees and shrubs. D Root Stimulant. Use approved root stimulant on all newly planted trees,shrubs,vines and/or ground cover areas 12/2014 02931 -6 of 15 587 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 2.06 PLANT CHARACTERISTICS A Provide plants which are true to type and name,and typical of their species or variety Plants must have a normal, well-developed branch structure, with a vigorous root system, and must be generally sound and healthy Use plants which are free from defects, including. 1 Disfigunng knots 2. Sun scald. 3 Injunes. 4 Bark abrasions ' 5 Plant diseases. 6 Insect eggs. 7 Borers. 8 Infestations B Select well-formed plants balanced between height and spread typical of the species or vanety with branches in normal position. Heading back plants to meet size limits will not be permitted. C Unless otherwise specified, all plants will be nursery grown and at least twice transplanted. Use plants which have been growing under similar climatic conditions to those of the project for at least 2 years prior to the date of the contract. Recently stepped-up plants will not be acceptable. All B&B or bare root plants must be freshly dug; heeled-in or cold storage plants will not be accepted. D Balled,bare root, and container-grown plants will conform to the definitions given in American Standards for Nursery Stock. E No tree will be accepted which has had leaders cut or damaged, or which has a thin, weak trunk and/or poorly formed tops F Regardless of sample selection, a,plant may be rejected at the site by the Engineer 2.07 NURSERY STOCK A Deciduous Trees. Provide trees which are straight and symmetrical and have a persistently preferred main leader The crown must be in good overall proportion to the entire height of the tree. Where a clump is specified,a plant having a nnmmum of three stems originating from a common base at the ground line will be furnish. Measure trees by average caliper of trunk. 1 For trees up to 4 inches in diameter, measure caliper 6 inches above ground. 2. For trunks larger than 4 inches, measure caliper 12 inches above ground. B Evergreen Trees Form of the top will be typical of the species and not unnaturally sheared or color-treated. Measure by average caliper Caliper will be taken 6 inches above the ground on trees up to 4 inches in diameter and 12 inches above the ground on trees larger than 4 inches. 12/2014 02931 -7 of 15 588 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING C Vines and Ground Cover Provide plants which are container-grown for sufficient time to ensure adequate root growth to hold the soil in place and retain the original shape when removed from the container 2.08 FIELD-COLLECTED PLANTS A Field-collected plants must be grown in favorable locations that ensure fibrous roots and vigorous growth. Such plants will be selected on site by the Landscape architect. B Provide balls at least 1/3 greater in diameter than those specified for nursery stock. C If dug in dormant season and bare root is acceptable, the spread of roots must be at least 1/3 greater than the spread of roots for bare root nursery stock. 2.09 SEED A Seasonal Limitations 1 Bermuda. a. Hulled seeds may be planted between October and March. b Unhulled seeds may be planted between April and September 2. Rye a. Plant between October and February B Bermuda. Provide common Bermuda seed that is extra-fancy, treated, lawn type. Deliver in original,unopened container showing weight,analysis,name of vendor and germination test results. Wet,moldy,or otherwise damaged seed will not be accepted. C Rye. Deliver annual Winter Rye seed in original unopened containers. Seed must be fresh, clean, and mixed in labeled proportions. As tested, minimum percentages of impurities and germination must be labeled. 2.10 HYDROMULCH A Provide hydromulch seeding as noted in Section 02921 —Hydromulch Seeding. 2.11 GRASS A Obtain certified sod from an approved source. B Provide material which is true to type and name,and is typical of the species or vanety C Delivery 1 Identify and tag sods with correct scientific and common name for each species 2. Do not deliver more sods than can be planted within 8 hours. 3 Transport and deliver sods in/on pallets. 4 Protect sods against dehydration, overheating or contamination dunng transportation and delivery 12/2014 02931 -8 of 15 589 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 5 Cover unplanted sods with moistened burlap to prevent dehydration or overheating while awaiting installation. 6 Sods must be harvested within 12 hours of planting and arrive at the project site in a moist condition. D Products 1 Material to be uniform in color, leaf texture and density 2 Material to be graded No 1, or better 3 Uniform mowed height at time of harvesting material 1-1/2 inches 4 Inspected and certified free of diseases,nematodes,and undesirable insects by authorized representative of State Department of Agriculture. 5 Material will not be acceptable if it contains any quack grass, Johnson grass, poison ivy, nut grass, thistle, common bent grass, wild garlic, morning glory, perennial sorrell, or brome grass. 6 Turf will be considered weed free when found to contain less than 1 percent of dandelion,jimson weed, mustard, chickweed, per 100 square feet. 2.12 TREES A Provide container grown trees which are straight and symmetrical and have a persistently preferred main leader The crown shall be in good overall proportion to the entire height of tree with branching configuration as recommended by ANSI Z60 1 for type and species specified. Where a clump is specified, a plant having a minimum of three stems ongmating from a common base at the ground line shall be furnished. Measure trees by average caliper of trunk as follows 1 For trunks up to 4 inches or less in diameter, measure caliper 6 inches above top of root ball. 2. For trunks more than 4 inches, measure caliper 12 inches above top of root ball. 3 Caliper measurements shall be by diameter tape measure. Indicated calipers on plans are minimum. Averaging of plant calibers will not be allowed. B Trees shall conform to following requirements 1 Healthy, vigorous stock, grown in a recognized nursery 2. Free of disease, insects, eggs, larvae, and free of defects such as knots, sun- scald, injuries, abrasions, disfigurement, or borers and infestations. 2.13 WATER A Water shall be potable from municipal water supplies 2.14 SOURCE QUALITY CONTROL A Notify Engineer, pnor to installation, of location where trees that have been selected for planting may be inspected. Plant material will be inspected for compliance with following requirements. 1 Genus, species, variety, size and quality 2. Size and condition of balls and root systems, insects, injuries and latent defects. 12/2014 02931 -9 of 15 590 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 2.15 WORK CONDITIONS A Site Availability Begin no landscape work where conflicting site work is incomplete or as otherwise directed by the Engineer B Weather Restrictions. Stop all work during inclement weather such as drought,high winds, excessive rain, extreme heat, cold, or freeze. Obtain authorization before resuming work. 2.16 PLANTING PROCEDURES A Temporary Nursery A temporary nursery may be used to store plants, but no more than 5 days before planting. Keep plants well watered and protected. 1 Immediately upon delivery, heel-in balled and burlapped (B&B) plants and spray all plants with an antitranspirant. Apply spray from top to bottom. Thoroughly cover plants,but not to the point of run-off Spray block units and not individual plants. Use a low-pressure,fine-mist applicator Spray at rates recommended in the manufacturer's directions. 2. Handle all balled and burlapped plants by the ball only 3 Upon delivery, immediately heel-in bare root plants Open bundles, separate plants, set roots in trenches, and cover with topsoil. Water plants with an approved root stimulant containing vitamin B 4 Handle container plants by the container 5 Handle ground cover plants in flats Pack flats tightly together and sprinkle plants everyday 6 Special plants so designated must be kept in an approved enclosure or planted the day of delivery 7 Store soils and additives on approved platforms B Digging and Handling: 1 The actual planting operation must proceed without delay and in a manner to avoid undue drying of the in-situ soil or roots because of exposure to air and sun. Keep an ample supply of sawdust available to cover the roots of B&B stock arriving from the storage nursery Keep the roots well covered and moist until the plants can be placed in the final location and permanently planted. 2. Handle all plant stock with care to prevent injuries to the trunk,branches and roots. 3 Dig bare root plants when fully dormant. Keep all of the root system intact;do not prune the root system. However, any roots that are broken, crushed, or bruised must be cleanly cut back to sound wood. Make the cut on an angle so that the exposed end faces downward. Seal any cut root exceeding 3/4 inch in diameter with an approved tree wound dressing 4 Balled and burlapped plants must have the root system encased in a firm,solid ball of natural earth, wrapped in burlap and tightly bound. Each ball must be of sufficient size to encompass all the fibrous feeding roots and not smaller than required by American Standards for Nursery Stock. The ball must remain firm and compact throughout the planting operations. 12/2014 02931 - 10 of 15 591 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 3.0 EXECUTION 3.01 SITE PREPARATION A Schedule work so that planting can proceed rapidly as portions of site become available Plant trees after final grades are established and prior to planting of lawns, unless otherwise approved by Engineer in writing. If planting of trees occurs after seeding work,protect lawn areas and promptly repair damage to lawns resulting from tree planting operations. B Layout individual trees at locations shown on Drawings. In case of conflicts, notify Engineer before proceeding with Work. Trees shall be staked and approved by Engineer pnor to planting. C Existing Trees 1 Protection. Protect tops,trunks and roots of trees to remain on the site. Before starting work, box, fence or otherwise protect trees subject to construction damage Remove boxing when directed. Permit no stockpiles of heavy equipment within the branch spread of trees 2. Removal. Remove trees marked for removal. Do not remove any tree without proper authorization. Stumps within 36 inches of final grade must also be I removed. 3 Pruning and Surgery. Cut and trim trees only as directed, do not cut any tree without proper authorization. Tnm existing trees of dead or diseased limbs. Cut limbs close to the trunk. Cover cuts over 3/4 inch in diameter with an approved tree would dressing. D Grading Around Trees. As required,fill or grade within the branch spread of trees to remain, observing the following requirements. 1 For trenching beneath trees, tunnel under the tree roots with careful hand digging. Where possible, avoid cutting or injuring roots. 2. Do not raise or lower the grade around an existing tree in any way unless so directed. E Placing Topsoil. 1 Disk,drag,harrow,or handrake subgrade. Scarify the subgrade to a depth of 1- 1/2 inches. Before placing topsoil, rake the subsoil surface clear of stones, wood,rubbish and other debns Place no topsoil until the subgrade preparation has been approved. 2. Spread,rake, and compact topsoil to form a layer with a minimum depth of 4 inches in lawn areas and 6 inches in shrub areas. Place topsoil to conform to finished gradients as shown on the grading plan. 3 Remove spilled topsoil from curbs, gutters, and, paved areas and dispose of excess topsoil in accordance with requirements of Section 01562 — Waste Material Disposal. 12/2014 02931 - 11of15 592 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING F In Situ Soil Preparation. 1 Cross-till in two directions all existing soil in designated areas to be planted,as follows a. In lawn areas to a minimum depth of 6 inches. b In shrub areas to a minimum depth of 10 inches. 2. Evenly broadcast fertilizers and soil additives and thoroughly work into soil. a. Smooth all tilled and amended areas to establish a rough gradient. b Deeply irrigate all tilled and amended areas to thoroughly wet soil particles and promote settlement. c After a settlement period of not less than 5 days,and before proceeding with any planting, smooth and rake as necessary to establish finish gradient as required. 3 In all areas which have been utilized for parking, storage or construction lots and/or where heavy equipment has been used, cross-rip the entire compacted areas in two directions to a depth of 10 inches before tilling and amending the soil as specified. A heavy float or drag harrow should be used to smooth all surface areas. a. Verify location of all underground utilities before ripping. b Ripping teeth should not be set at more than 10-inch spacing. G Fertilizer Evenly broadcast and work fertilizer into soil at the following rates 1 Lawns 1-1/2 N pounds per 1000 square feet. 2. Ground Cover, Shrub, and Tree Areas 1-1/2 N pounds per 1000 square feet. H Additives 1 Humus. Evenly broadcast and work into in situ soil at a rate of 1 cubic yard per 200 square feet. 2. Sharp Sand. Evenly broadcast and work into in situ soil at a rate of 1 cubic yard per 200 square feet. 3 Concrete Gravel. Utilize as a drainage course as shown on construction drawings 3.02 PREPARATION OF PLANTING SOIL A Before mixing, clean topsoil of roots, plants, sod, stones, clay lumps, and other extraneous matenals harmful or toxic to plant growth. B Strip and utilize 4-inch layer of top soil,placed on esplanades under Section 02921— Hydromulch Seeding, for planting soil mixture. C Mix recommended soil amendments with topsoil at following rates 1 Top soil. 50 percent. 2. Peat moss 25 percent. 3 Well rotted Bark: 25 percent. 4 Fertilizer Rate recommended by nursery D Delay mixing of fertilizer if planting will not follow placing of planting soil within 48 hours,unless otherwise directed. 12/2014 02931 - 12 of 15 L 593 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING E Incorporate amendments into the soil as a part of the soil preparation process prior to fine grading,fertilizing, and planting. Broadcast or spread amendments evenly at the specified rate over the planting.area. Thoroughly incorporate amendments into the top 3 or 4 inches of soil until amendments are pulverized and have become a homogeneous layer of topsoil ready for planting. 3.03 PLANTING A Excavate pits, beds, or trenches with vertical sides and with bottom of excavation raised a minimum of 6 inches at center for proper drainage Provide following minimum widths 1 15-gallon containers or larger, 2 feet wider than diameter of root ball. 2. 1- and 5-gallon containers, 6 inches wider than diameter of root ball. B When conditions detnmental to plant growth are encountered, such as unsatisfactory soil, obstructions, or adverse drainage conditions, notify the Engineer of such conditions before planting. C Deliver trees after preparations for planting have been completed and plant immediately If planting is delayed more than 6 hours after deliver, set trees and shrubs in shade,protect from weather and mechanical damage,and keep roots moist by covering with mulch, burlap, or other acceptable means of retaining moisture, and water as needed. D Set root ball on undisturbed soil in center of pit or trench and plumb plant. Place plants at such a level that, after settlement, a natural relationship of plant crown with ground surface will be established. E When set,place additional backfill around base and sides of ball,and work each layer to settle backfill and eliminate voids and air pockets. When excavation is approximately 2/3 full,water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed. F Dish top of backfill to allow for mulching. Mulch pits, trenches and planted areas. Provide no more than 4-inch thickness of mulch,work into top of backfill, and finish level with adjacent finish grades. Cover entire root ball. G Prune, thin out and shape trees in accordance with standard horticultural practice. Prune trees to retain required height and spread. Unless otherwise directed in wnting, do not cut tree leaders, and remove only injured and dead branches from flowering trees. Remove and replace excessively pruned or misformed stock resulting from improper pruning. H Inspect tree trunks for injury, improper pruning and insect infestation and take corrective measures I Anchor root ball immediately after planting. 12/2014 02931 - 13 of 15 594 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING J Control dust caused by planting operations. Dampen surfaces as required. Comply - with pollution control regulations of governing authorities. 3.04 PLANTING GRASS A Preparation Prepare imported topsoil and/or in situ soil. Hand rake to remove all sticks, stones and clods larger than 1 inch. Apply the final grade but do not mechanically compact the soil. B Seed. 1 Evenly broadcast seed specified in 2.09 at the following rates a. Bermuda. 1 pound per 1000 square feet b Rye. 6 pounds per 1,000 square feet 2. Roll the entire seeded area in two directions with a dry/weighted roller 3 Evenly top dress the entire seeded area with an approved sterilized commercial steer manure. Apply at 2 cubic feet per 100 square feet. 4 Lightly but thoroughly sprinkle the entire seeded area with water after top dress application. C Sod. 1 Use Bermuda, Buffalo, or St. Augustine sod in accordance with 2.11A. 2. Prepare soil in accordance with 3 03 3 Apply eptam (or approved equal) to all areas to be sodded. Follow manufacturer's recommended rates and apply during soil preparation period. 4 Lay sod in a running bond pattern. Pieces should be consistently cut with joints tightly butted together Water the in-place sod liberally and roll it in two direction with a heavy roller Areas not level due to fluctuations in the sod depth should be covered and leveled with a 50/50 mix of sharp sand and topsoil. Fertilize in 6 weeks as directed by landscape Architect. 3.05 FIELD QUALITY CONTROL A The Engineer may reject unsatisfactory or defective matenal at anytime during progress of Work. Contractor shall remove rejected trees immediately from site and replace with specified materials. Plant material not installed in accordance with these Specifications will be rejected. B An inspection to determine final acceptance will be conducted by the Engineer at the end of the 12 month maintenance period. Additional inspections will be conducted for extended warranty periods provided for in paragraph 1 07B 3.06 CLEANING AND MAINTENANCE A Contractor shall maintain trees during planting operations and for a period of 12 months after completion of planting. B Water trees to full depth a minimum of once each week, or as required to maintain a healthy vigorous growth. 12/2014 02931 - 14 of 15 595 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING C Prune, cultivate, and weed as required for healthy growth. Restore planting saucers. Tighten and repair rootball anchors, and reset trees and shrubs to proper grades or ' vertical position as required. Restore or replace damaged wrappings. Spray as required to keep trees and shrubs free of insects and disease. 3.07 PROTECTION OF THE WORK A During planting work, keep pavements clean and work area in an orderly condition. B Protect planting work and materials from damage due to planting operations. Maintain protection during installation and maintenance period. Treat, repair, or replace damaged planting work as directed by the Engineer C Dispose of excess soil and waste in accordance with requirements of Section 01562— Waste Material Disposal.On-site burning of combustible cleared materials will not be permitted. END OF SECTION 12/2014 02931 - 15 of 15 596 CITY OF PEARLAND BLAST CLEANING OF PAVEMENT Section 02981 BLAST CLEANING OF PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Removal of existing pavement markings. B Preparation of pavement surfaces for new pavement markings. C References to Technical Specifications 1 Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 1.02 MEASUREMENT AND PAYMENT A Measurement for blast cleaning of lines is on a linear foot basis for each width, measured and complete in place. B Measurement for blast cleaning of symbols and legends is on a square foot basis, measured and complete in place C Payment includes all labor and matenals required to complete blast cleaning where indicated on Plans. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit description and characteristics of proposed blasting medium and equipment for approval. 2.0 PRODUCTS 2.01 MATERIALS A Blasting Media.Approved quality commercial product capable of producing specified surface cleanliness without deposition of deleterious matenals on cleaned pavement surface. Do not use high silica content sand that may result in high levels of free crystalline silica dust particles as a blasting agent. 2.02 EQUIPMENT A Equipment shall be power driven and of sufficient capacity to clean the pavement surface to specified cleanliness. Equipment shall utilize moisture and oil traps of 07/2006 02981 - 1 of 2 597 CITY OF PEARLAND BLAST CLEANING OF PAVEMENT sufficient capacity to remove contaminants from the air and prevent deposition of moisture, oil or other contaminants on the pavement surface. 3.0 EXECUTION 3.01 REMOVAL OF EXISTING MARKINGS A Remove pavement markings where necessary to prevent driver confusion, or where indicated on drawings Included are areas where it will be necessary for drivers to cross existing markings which they would not normally cross. Remove or obliterate markings to the satisfaction of the Engineer Do not damage pavement surface 3.02 CLEANING FOR PLACEMENT OF MARKERS A Remove old pavement markings,loose material,and other contaminants deleterious to the adhesion of new pavement markings to be placed. On Portland cement concrete pavement, minimize over-blasting to prevent damage to pavement surface. Small particles of tightly adhering existing pavement markings may remain if complete removal will result in pavement surface damage. B Follow manufacturer's written instructions for proper cleaning of pavement surfaces to receive pavement marking. END OF SECTION 07/2006 02981 -2 of 2 598 CITY OF PEARLAND FIBER OPTICS Section 02985 FIBER OPTICS 1.0 GENERAL 1.01 SECTION INCLUDES A. Technical specification and bid items for fiber optics as shown in the attachment A 1.02 UNIT PRICES A. See the attachment A for unit price 1.03 SYSTEM DESCRIPTION A. See attachment A for detail 1.04 SUBMITTALS A. Submit shop drawings under provisions of Section 01350 - Submittal Procedures. 2.0 PRODUCTS 2.01 FIBER OPTICS MATERIALS B See attachment A for detail 30 EXECUTION 3.01 INSTALLATION A. See the attachment A for detail. END OF SECTION 3/2020 02985 -1 of 2 599 CITY OF PEARLAND FIBER OPTICS ATTACHMENT A 3/2020 02985-2 of 2 600 Attachment A BID ITEM 0001 Data Sheet Cisco Industrial Ethernet 4000 Series Switches Developed specifically to withstand the harshest industrial manufacturing environments, these switches offer today's most flexible and scalable industrial Ethernet platform that will grow with your network Product Overview The Cisco®Industrial Ethernet(IE)4000 Series is the latest addition to our ruggedized switching platforms and provides superior high-bandwidth switching and proven Cisco IOS®Software-based routing capabilities for industrial environments The IE 4000 Series delivers highly secure access and industry-leading convergence using the Cisco Resilient Ethernet Protocol (REP)and is built to withstand extreme environments while adhering to overall IT network design,compliance,and performance requirements The IE 4000 Series is ideal for industrial Ethernet applications where hardened products are required, including factory automation, energy and process control, intelligent transportation systems(ITS),oil and gas field sites,city surveillance programs, and mining With improved overall performance,greater bandwidth,a richer feature set, and enhanced hardware,the Cisco IE 4000 Series complements the current industrial Ethernet portfolio of related Cisco industrial switches,such as the Cisco IE 2000 and IE 3000 The Cisco IE 4000 can easily be installed in your network Through a user-friendly web device manager,the Cisco IE 4000 provides easy out-of-the-box configuration and simplified operational manageability to deliver advanced security, data,video,and voice services over industrial networks Features and Benefits Table 1. Features and Benefits of Cisco IE 4000 Feature Benefit Robust Industrial Design • Built for harsh environment and temperature range(-40 to 70 C) • Hardened for vibration shock and surge and noise immunity • Resilient dual ring design via 4x Gigabit Ethernet uplink ports • Complies with multi-industry specifications for automation ITS and substation environments • Improves uptime,performance,and safety of industrial systems and equipment. • Fitted with compact,PLC(Programmable Logic Control)style DIN rail compliant form factor ideal for industrial deployment • Covers a wide range of Power over Ethernet(PoE)application requirements User-Friendly GUI Device •Allows easily configuration and monitoring via a web browser Manager • Eliminates the need for more complex terminal emulation programs. • Reduces the cost of deployment SwapDrive."Zero-Config" • Simple switch replacement in case of a failure Replacement • No networking expertise required • Helps ensure fast recovery High-Density Industrial • Reduces complexity with one cable for both connectivity and power Power over Ethernet • Controls costs by limiting wiring,distribution panels,and circuit breakers (PoE) • Creates space and reduces heat dissipation • Enables ready-to-use PoE devices like IP phones and wireless access points • Supports(on select models)maximum HD camera deployments ©2016 Cisco and/or its affiliates All rights reserved This document is Cisco Public Information Page 1 of 11 601 Feature Benefit Full Gigabit Ethernet • Connects new wireless access point(802 11n and 802 11ac) Switch • Enables new HD IP Cameras and new PLC(Programmable Logic Control) • Allows SCADA(Supervisory Control And Data Acquisition)connectivity • Provides introduction of new bandwidth-hungry applications in the industrial space • Supports very-delay sensitive applications and time sensitive networks • Delivers multiple rings redundant ring topology for new network configurations • Extends geographical scalability where longer distance connectivity is required Your Ruggedized Choice for Industrial Environments The Cisco Industrial Ethernet(IE)4000 Series offers • Bandwidth and capacity to grow with your networking needs 20-Gbps nonblocking switching capacity with up to 20 Gigabit Ethernet ports per switch • High-density industrial PoE/PoE+support providing in-line power to up to 8 power devices, including IP cameras and phones, badge readers,wireless access points,etc • Cisco IOS Software features for smooth IT integration and policy consistency • Robust resiliency enabled by dual ring design via 4x Gigabit Ethernet uplink ports, Resilient Ethernet Protocol (REP), Parallel Redundancy Protocol(PRP), PROFINET—Media Redundancy Protocol (MRP), Etherchannel and Flexlink support, redundant power input, dying gasp,etc • True zero-touch replacement for middle-of-the-night or middle-of-nowhere failure • Line-rate, low-latency forwarding with advanced hardware assist features(such as NAT, IEEE1588) • Simplified software upgrade path with universal images • Support of Industrial automation protocols EtherNet/IP(CIP)and PROFINET, MRP(IEC 62439-2) Figure 1 shows switch models,Table 2 shows all the available Cisco IE 4000 Series models,Table 3 list the SW license PIDs and Table 4 lists the power supplies for Cisco IE 4000 Series Switches Figure 1 IE 4000 Models Pp Pip !II ■ ■ ■ ©2016 Cisco and/or its affiliates All rights reserved This document is Cisco Public Information Page 2 of 11 602 Table 2. Cisco IE 4000 Series Models Product Number Total Ports GE Combo Additional RJ-45 Copper SFP Fiber PoE/PoE+ Default Software Uplinks(4G)1 Combo Ports Ports(T) Ports(S) Ports(P,GP) IE-4000-4TC4G-E 8 4(FE) IE-4000-8T4G-E 12 8(FE) IE-4000-8S4G-E 12 8(FE) IE-4000-4T4P4G-E 12 4(FE) 4(FE) IE-4000-16T4G-E 20 16(FE) IE-4000-4S8P4G-E 16 All models have 4 4(FE) 8(FE) All models ship GE combo uplink with LAN Base IE-4000-8GT4G-E 12 ports 8(GE) image2 IE-4000-8GS4G-E 12 8(GE) IE-4000-4GC4GP4G-E 12 4(GE) 4(GE) IE-4000-16GT4G-E 20 16(GE) IE-4000-8GT8GP4G-E 20 8(GE) 8(GE) IE-4000-4GS8GP4G-E 16 4(GE) 8(GE) Combo ports provide one copper and one fiber physical port and only one can be activated at a time 2 Can be upgraded to IP Services at a fee Table 3 Cisco IE 4000 SW License and Accessories PIDs License Description L-IE4000-RTU= 1E4000 Electronic software license upgrade from LAN base to IP Services LIC-MRP-Manager MRP ring manager license LIC-MRP-Client MRP ring client license LIC-MRP-MULTI-MGR Multiple MRP manger license STK-RACKMNT-2955= 19 DIN Rail mount kit STK-RACK-DINRAIL= 19 DIN Rail mount kit All copper Gigabit Ethernet interfaces support speed negotiation to 10/100/1000 mbps and duplex negotiation All copper Fast Ethernet interfaces support speed negotiation to 10/100 mbps and duplex negotiation Table 4 Power Supplies for Cisco IE 4000 Series Switches Product Number Wattage Rated Nominal Input Supported Power PoE/PoE Use Case Scenario Operating Range Input Voltage Output +Support Operating Range PWR-IE170W-PC-AC= 170W AC 100-240V/2 3A 50-60Hz AC 90-264V 54VDC/3 15A Yes Maximum PoE/PoE+port or or support in a AC or high DC environment' DC 125-250V/2 1A DC 106-300V PWR-IE170W-PC-DC= 170W DC 12-54V/23A DC 10.8-60V 54VDC/3 15A Yes Maximum PoE/PoE+port support in a DC environment' PWR-IE50W-AC= 50W AC 100 240V/1 25A 50-60Hz AC 90-264V 24VDC/2 1A No No PoE/PoE+support or or needed in an AC or DC environment DC 125-250V/1 25A DC 106-300V PWR-IE50W-AC-IEC= 50W AC 100-240V/1 25A 50-60Hz AC 90-264V 24VDC/2 1A No No PoE/PoE+support needed when IEC plug is desired ©2016 Cisco and/or its affiliates All rights reserved This document is Cisco Public Information Page 3 of 11 603 Product Number Wattage Rated Nominal Input Supported Power PoE/PoE Use Case Scenario Operating Range Input Voltage 1 Output +Support , Operating Range I PWR-IE65W-PC-AC= 65W AC 100-240V/1 4A 50-60Hz AC 90-264V 54VDC/1 2 A Yes Minimum(1-2 port)PoE or or support needed in an AC DC 125-250V/1 OA DC 106-300V or high DC environment2 PWR-IE65W-PC-DC= 65W DC 24-48VDC/4.5A DC 18-60V 54VDC/1 2 A Yes Minimum(1-2 port)PoE support needed in a DC environment2 The entire power budget for the switch and PoE ports needs to stay within 170W A PoE port draws up to 15 4W of power,and a PoE+port draws up to 30W of power 2 The entire power budget for the switch and PoE ports needs to stay within 65W Figure 2 shows a diagram to help you select a Cisco IE 4000 model Figure 2 Cisco IE 4000 Model Selection Guide ■ 111 ■ ■ ■ ©2016 Cisco and/or its affiliates All rights reserved This document is Cisco Public Information Page 4 of 11 604 Product Specifications Table 5 lists specifications,Table 6 gives information about switch performance and scalability, Table 7 and 8 list important software features,Table 9 lists compliance specifications,and Table 10 gives information about management and standards of the Cisco IE 4000 Series Switches Table 5. Product Specifications Description Specification Hardware • 1GB DRAM • 128-MB onboard flash memory • 1-GB removable SD flash memory card • Mini-USB connector • RJ-45 connector Alarm • Alarm I/O two alarm inputs to detect dry contact open or closed one alarm output relay Power Input • Redundant DC input voltage with operating range nominal 9 6 to 60VDC • Maximum DC input current 3 7A(IE-4000-4T4P4G-E IE-4000-8T4G-E IE-4000-8GT4G E IE-4000-16T4G-E), 4.3A(IE 4000-4GC4GP4G-E IE-4000-4TC4G-E IE-4000-4S8P4G-E IE-4000-4GS8GP4G-E,IE-4000- 16GT4G-E IE-4000-8GT8GP4G-E) 5A(IE-4000-8S4G-E IE-4000-8GS4G-E) Power Consumption • IE-4000-4T4P4G-E,IE-4000-8T4G-E,IE-4000-8GT4G-E,and IE-4000-16T4G-E 35W • IE-4000-4GC4GP4G-E,IE-4000-4TC4G-E,IE-4000-4S8P4G E,IE-4000-4GS8GP4G-E,and IE-4000-16GT4G- E 40W • IE-4000-8S4G-E,IE-4000-8GS4G-E 42W • These numbers are measured at 9.6V and do not include PoE power consumption Dimensions,(H x W x D) •All IE 4000 models have the following dimensions 6 12 x 6 12 x 5.09 in (155 4 x 155 4 x 129 2 mm) • PWR-IE170W-PC-AC= 5 93 x 3 72 x 5 60 in (150 6 x 94 5 x 142.2) • PWR-IE170W-PC-DC= 5 93 x 4 47 x 5 75 in (150 6 x 113.5 x 145.8) • PWR-IE50W-AC= 58x20x4.4in (147 x 51 x 112 mm) • PWR-IE50W-AC-IEC= 5.8 x 2 0 x 4.4 in (147 x 51 x 112 mm) • PWR-IE65W PC-AC= 5 9 x 2 6 x 4 6 in (150 x 66 x 117 mm) • PWR-IE65W-PC-DC= 5 9 x 2.6 x 4 6 in (150 x 66 x 117 mm) Weight •All 1E4000 models listed in Table 1 6.35 pounds(2.88 kg) • PWR-IE170W-PC-AC= 3.88 pounds(1 76 kg) • PWR-IE170W-PC-DC= 3 7 pounds(1 67 kg) • PWR-IE50W-AC= 1.4 lb(0.65 kg) • PWR-IE50W-AC-IEC= 1.4 lb(0.65 kg) • PWR-IE65W-PC-DC= 2.6(1 18 Kg) • PWR-IE65W-PC-AC= 2 7(1 24 Kg) Table 6 Switch Performance and Scalability Description Specification Forwarding rate Line rate for all ports and all packet sizes Number of queues 4 egress Unicast MAC addresses 16,000 IGMP multicast groups 1,000 Number of VLANs 1 000 IPv4 MAC security ACEs 1 000 with default TCAM Template NAT translation Bidirectional 128 unique subnet NAT translation entries,which can expand to tens of thousands of translated entries if designed properly ©2016 Cisco and/or its affiliates All rights reserved This document is Cisco Public Information Page 5 of 11 605 Table 7. Cisco IE 4000 LAN BASE Key Software Features LAN Base License Features (Default) Layer 2 Switching IEEE 802 1 802.3 802.3at 802.3af standard,VTPv2,NTP,UDLD,CDP,LLDP,Unicast Mac filter,Flexlink,Resilient Ethernet Protocol(REP) Parallel Redundancy Protocol(PRP),VTPv3,EtherChannel,Voice VLAN,qinq tunneling Security SCP,SSH,SNMPv3,TACACS+,RADIUS Server/Client,MAC Address Notification,BPDU Guard,Port-Security, Private VLAN,DHCP Snooping,Dynamic ARP Inspection IP Source Guard,802 lx,Guest VLAN,MAC Authentication Bypass,802 lx Multi-Domain Authentication,Storm Control,Trust Boundary,Cisco TrustSec® supporting SGT inline tagging and SGACL,FIPS 140-2 Layer 2 Multicast IGMPv1,v2,v3 Snooping,IGMP filtering,IGMP Quener Management Fast Boot,Express Setup,Web Device Manager,Cisco Network Assistant' Cisco Prime"platforml MIB, SmartPort,SNMP,syslog,Storm Control-Unicast,Multicast,Broadcast,SPAN Sessions RSPAN DHCP Server Customized TCAM/SDM size configuration,DOM(digital optical management) Industrial Ethernet CIP Ethernet/IP,Profinet v2 MRP(IEC 62439-2),IEEE 1588 PTP v2,NTP to PTP translation CIP Time Sync Quality of Service Ingress Policing,Rate-Limit,Egress Queueing/shaping,AutoQoS,Modular QoS CLI(MQC) Layer 2 IPv6 IPv6 Host support HTTP over IPv6 SNMP over IPv6 Layer 3 Routing IPv4 Static Routing Industrial Management Layer 2 switching with 1 1 static Network Address Translation(NAT) Utility Power Profile,dying gasp,GOOSE messaging,SCADA protocol classification,MODBUS TCP/IP utility SmartPort macro,BFD,Ethernet OAM,IEEE 802.3ah,CFM(IEEE 802 lag) Support after product General Availability Table 8 Cisco IE 4000 IP Services Key Software Features IP Services License Additional Features IP Multicast PIM sparse mode(PIM-SM),PIM dense mode(PIM DM) and PIM sparse-dense mode Industrial Management Embedded Event Manager(EEM) IP Unicast Routing OSPF,EIGRP,BGPv4,IS-IS,RIPv2,Policy-Based Routing(PBR),HSRP Protocols Cisco Express Hardware routing architecture delivers extremely high-performance IP routing Forwarding IPv6 Routing RIPng OSPFv6 and EIGRPv6 support Security IEEE 802 1AE MACsec Security Group Access Control Lists(SGACL) Virtualization VRF-lite To enable PROFINET MRP(IEC 62439-2)functionalities on the 1E4000 switches the relevant SW license, listed In table 3 should be ordered Table 9 Compliance Specifications Type Standards Electromagnetic FCC 47 CFR Part 15 Class A Emissions EN 55022A Class A VCCI Class A AS/NZS CISPR 22 Class A CISPR 11 Class A CISPR 22 Class A ICES 003 Class A CNS13438 Class A KN22 Electromagnetic EN55024 Immunity CISPR 24 AS/NZS CISPR 24 ©2016 Cisco and/or its affiliates All rights reserved This document is Cisco Public Information Page 6 of 11 606 Type Standards KN24 EN 61000-4-2 Electro Static Discharge EN 61000-4-3 Radiated RF EN 61000-4-4 Electromagnetic Fast Transients N 61000-4-5 Surge EN 61000-4-6 Conducted RF EN 61000-4-8 Power Frequency Magnetic Field EN 61000-4-9 Pulse Magnetic Field EN 61000-4-11 AC Power Voltage EN 61000-4-18 Damped Oscillatory Wave EN-61000-4-29 DC Voltage Dips Industry Standards EN 61000-6-1 Light Industrial EN 61000-6-2 Industrial EN 61000-6-4 Industrial EN 61326 Industrial Control EN 61131-2 Programmable Controllers Substation KEMA(IEEE 1613 IEC 61850-3) NEMA TS 2(EMC environmental mechanical) IEEE 1613 Electric Power Stations Communications Networking IEC 61850-3 Electric Substations Communications Networking EN50155 Railway-Electronic Equipment on Rolling Stock(EMC,ENV,Mech) EN50121-4 Railway-Signaling and Telecommunications Apparatus EN50121-3-2 Railway-Apparatus for Rolling Stock ODVA Industrial EtherNet/IP PROFINET conformance B IP30(per EN60529) Safety Standards and Information Technology Equipment: Certifications UL/CSA 60950-1 EN 60950-1 CB to IEC 60950-1 with all country deviations NOM to NOM-019-SCFI(through partners and distributor) Industrial Floor(Control Equipment) UL 508 CSA C22.2,No 142 Hazardous Locations* ANSI/ISA 12 12.01 CSA C22.2 No 213 IEC 60079-0,-15 IECEx test report EN 60079-0,-15 ATEX certification(Class I Zone 2)Cabinet enclosure required Operating Environment Operating Temperature -40C to+75C • -40C to+70C(Vented Enclosure Operating) • -40C to+60C(Sealed Enclosure Operating) • -34C to+75C(Fan or Blower equipped Enclosure Operating) EN 60068-2-1 EN 60068-2 2 EN 61163 Altitude up to 15,000 feet Storage Environment Temperature -40 to+85 degrees C Altitude 15,000 feet IEC 60068-2-14 Humidity Relative humidity of 5%to 95%non-condensing IEC 60068-2-3 IEC 60068-2-30 Shock and Vibration IEC 60068-2-27(operational shock,50G,11 ms,Half Sine) IEC 60068-2-27(Non-Operational Shock,65-80G,9ms,Trapezoidal) IEC 60068-2-6,IEC 60068-2-64,EN 61373(Operational Vibration) IEC 60068-2-6,IEC 60068-2-64,EN 61373(Non-operational Vibration) ©2016 Cisco and/or its affiliates All rights reserved This document is Cisco Public Information Page 7 of 11 607 Type Standards Corrosion ISO 9223 Corrosion class C3-Medium class C4 High EN 60068-2-52(Salt Fog) EN 60068 2-60(Flowing Mixed Gas) Others RoHS Compliance China RoHS Compliance TAA(Government) CE(Europe) Warranty Five-year limited HW warranty on all IE-4000 PIDs and all IE Power Supplies(see table 3 above) See link below for more details on warranty Mean Time Between IE-4000-4TC4G-E 578,730 Hours Failure(MTBF) IE-4000-8T4G-E 591,070 Hours IE-4000-8S4G-E 583,700 Hours IE-4000-4T4P4G-E 562,300 Hours IE-4000-16T4G-E 558,310 Hours IE-4000-4S8P4G-E 535,880 Hours IE-4000-8GT4G-E.591,240 Hours IE-4000-8GS4G-E 583 700 Hours IE-4000-4GC4GP4G-E 550 940 Hours IE-4000-16GT4G-E 558 630 Hours IE-4000-8GT8GP4G-E 519,190 Hours IE-4000-4GS8GP4G-E 536,220 Hours Table 10 Management and Standards Description Specification IEEE Standards • IEEE 802 1D MAC Bridges STP • IEEE 802.3af Power over Ethernet • IEEE 802 1 p Layer2 COS prioritization • IEEE 802.3at Power over Ethernet Plus • IEEE 802 1q VLAN • IEEE 802 3ah 100BASE-X SMF/MMF only • IEEE 802 1s Multiple Spanning-Trees • IEEE 802 3x full duplex on 10BASE-T • IEEE 802 1w Rapid Spanning-Tree • IEEE 802 3 10BASE-T specification • IEEE 802 1x Port Access Authentication • IEEE 802.3u 100BASE-TX specification • IEEE 802 lAB LLDP • IEEE 802.3ab 1000BASE-T specification • IEEE 802 3ad Link Aggregation(LACP) • IEEE 802.3z 1000BASE-X specification • IEEE 802 3af Power over Ethernet provides up to • IEEE 1588v2 PTP Precision Time Protocol 15.4W DC power to each end device • IEEE 802 3at Power over Ethernet provides up to 25.5W DC power to each end device RFC Compliance • RFC 768 UDP • RFC 1305 NTP • RFC 783 TFTP • RFC 1492 TACACS+ • RFC 791 IPv4 protocol • RFC 1493 Bridge MIB Objects • RFC 792 ICMP • RFC 1534 DHCP and BOOTP interoperation • RFC 793 TCP • RFC 1542 Bootstrap Protocol • RFC 826 ARP • RFC 1643 Ethernet Interface MIB • RFC 854 Telnet • RFC 1757 RMON • RFC 951 BOOTP • RFC 2068 HTTP • RFC 959 FTP • RFC 2131,2132 DHCP • RFC 1157 SNMPvt • RFC 2236 IGMP v2 • RFC 1901,1902-1907 SNMPv2 • RFC 3376 IGMP v3 • RFC 2273-2275 SNMPv3 • RFC 2474 DiffSery Precedence • RFC 2571 SNMP Management • RFC 3046 DHCP Relay Agent Information Option • RFC 1166 IP Addresses • RFC 3580 802 1x RADIUS • RFC 1256 ICMP Router Discovery • RFC 4250-4252 SSH Protocol ©2016 Cisco and/or its affiliates All rights reserved This document is Cisco Public Information Page 8 of 11 608 Description Specification SNMP MIB Objects • BRIDGE-MIB • CISCO-SNMP-TARGET EXT MIB • CALISTA-DPA-MIB • CISCO-STACK-MIB • CISCO-ACCESS ENVMON MIB • CISCO-STACKMAKER-MIB • CISCO-ADMISSION-POLICY-MIB • CISCO-STP-EXTENSIONS-MIB • CISCO-AUTH-FRAMEWORK-MIB • CISCO-SYSLOG-MIB • CISCO-BRIDGE-EXT MIB • CISCO-TCP-MIB • CISCO-BULK-FILE-MIB • CISCO-UDLDP-MIB • CISCO-CABLE-DIAG-MIB • CISCO-VLAN-IFTABLE-RELATIONSHIP-MIB • CISCO-CALLHOME-MIB • CISCO-VLAN MEMBERSHIP-MIB • CISCO-CAR-MIB • CISCO-VTP-MIB • CISCO-CDP-MIB • ENTITY-MIB • CISCO-CIRCUIT-INTERFACE-MIB • ETHERLIKE-MIB • CISCO-CLUSTER-MIB • HC-RMON-MIB • CISCO-CONFIG-COPY-MIB • IEEE8021-PAE-MIB • CISCO-CONFIG-MAN-MIB • IEEE8023-LAG-MIB • CISCO-DATA-COLLECTION-MIB • IF-MIB • CISCO-DHCP-SNOOPING-MIB • IP FORWARD MIB • CISCO-EMBEDDED-EVENT-MGR-MIB • LLDP-EXT-MED-MIB • CISCO-ENTITY-ALARM-MIB • LLDP EXT-PNO-MIB • CISCO-ENTITY-VENDORTYPE-OID-MIB • LLDP-MIB • CISCO-ENVMON-MIB • NETRANGER • CISCO-ERR-DISABLE-MIB • NOTIFICATION-LOG-MIB • CISCO-FLASH-MIB • OLD CISCO-CHASSIS-MIB • CISCO-FTP-CLIENT-MIB • OLD-CISCO-CPU-MIB • CISCO-IF-EXTENSION-MIB • OLD CISCO-FLASH-MIB • CISCO-IGMP-FILTER-MIB • OLD-CISCO-INTERFACES MIB • CISCO-IMAGE-MIB • OLD-CISCO-IP-MIB • CISCO-IP-STAT-MIB • OLD-CISCO-MEMORY-MIB • CISCO-LAG-MIB • OLD-CISCO-SYS-MIB< • CISCO-LICENSE-MGMT-MIB • OLD-CISCO-SYSTEM-MIB • CISCO-MAC-AUTH BYPASS-MIB • OLD-CISCO-TCP-MIB • CISCO-MAC-NOTIFICATION-MIB • OLD-CISCO-TS-MIB • CISCO-MEMORY-POOL-MIB • RMON MIB • CISCO-PAE MIS • RMON2-MIB • CISCO-PAGP-MIB • SMON-MIB • CISCO-PING-MIB • SNMP-COMMUNITY MIB • CISCO-PORT-QOS-MIB • SNMP-FRAMEWORK-MIB • CISCO PORT-SECURITY MIB • SNMP-MPD-MIB • CISCO-PORT-STORM-CONTROL-MIB • SNMP-NOTIFICATION-MIB • CISCO-PRIVATE-VLAN MIB • SNMP-PROXY MIB • CISCO-PROCESS-MIB • SNMP-TARGET-MIB • CISCO-PRODUCTS-MIB • SNMP-USM-MIB • CISCO-RESILIENT-ETHERNET PROTOCOL-MIB • SNMP-VIEW-BASED-ACM-MIB • CISCO-RTTMON-ICMP MIB • SNMPv2 MIB • CISCO-RTTMON-IP EXT-MIB • TCP-MIB • CISCO-RTTMON-MIB • UDP-MIB • CISCO RTTMON-RTP-MIB ©2016 Cisco and/or its affiliates All rights reserved This document is Cisco Public Information Page 9 of 11 609 Table 11. SFP Support Part Number Specification SFP Type Max Distance Cable Type Temp Range DOM Support GLC-FE-100FX-RGD= 100BASE-FX FE 2km MMF IND Yes GLC-FE-100LX-RGD 100BASE-LX10 FE 10km SMF IND Yes GLC-FE-100FX= 100BASE-FX FE 2km SMF COM No GLC-FE-100LX= 100BASE-LX10 FE 10km SMF COM No GLC-FE-100EX= 100BASE-EX FE 40km SMF COM No GLC-FE-100ZX= 100BASE-ZX FE 80km SMF COM No GLC-FE-100BX-D= 100BASE-BX10 FE 10km SMF COM No GLC-FE-100BX-U= 100BASE-BX10 FE 10km SMF COM Yes GLC-SX-MM-RGD= 1000BASE-SX GE 550m MMF IND Yes GLC-LX-SM-RGD= 1000BASE-LX/LH GE 550m/10km MMF/SMF IND Yes GLC-ZX-SM-RGD= 1000BASE-ZX GE 70km SMF IND Yes GLC-BX40-U-I= 1000BASE-BX40 GE 40km SMF IND Yes GLC-BX40 D-1= 1000BASE-BX40 GE 40km SMF IND Yes GLC-BX40-DA-I= 1000BASE-BX40 GE 40km SMF IND Yes GLC-BX80-U-1= 1000BASE-BX80 GE 80km SMF IND Yes GLC-BX80-D-1= 1000BASE-BX80 GE 80km SMF IND Yes GLC-SX-MMD= 1000BASE-SX GE 550m MMF EXT Yes GLC-LH-SMD= 1000BASE-LX/LH GE 550m/10km MMF/SMF EXT Yes GLC-EX-MMD= 1000BASE EX GE 40km SMF EXT Yes GLC-ZX-MMD= 1000BASE-ZX GE 70km SMF EXT Yes GLC-BX-D= 1000BASE-BX10 GE 10km SMF COM Yes GLC-BX-U= 1000BASE-BX10 GE 10km SMF COM Yes CWDM-SFP-xxxx=(8 freq) CWDM 1000BASE-X GE SMF COM Yes DWDM-SFP-xxxx=(40 freq) DWDM 1000BASE-X GE SMF COM Yes SFP-GE-S= 1000BASE-SX GE 550m MMF EXT Yes SFP-GE-L= 1000BASE-LX/LH GE 550m/10km MMF/SMF EXT Yes SFP-GE-Z= 1000BASE-ZX GE 70km SMF EXT Yes GLC-SX-MM= 1000BASE-SX GE 550m MMF COM No GLC-LH-SM= 1000BASE-LX/LH GE 550m/10km MMF/SMF COM No GLC-ZX-SM= 1000BASE-ZX GE 70km SMF COM Yes GLC-TE= 1000BASE-T GE 100m Copper EXT NA GLC-T= 1000BASE-T GE 100m Copper COM NA Note: Not all SFPs supported in all SW versions For first software release supporting SFP refer to http//www cisco.com/en/US/products/hw/modules/ps5455/products device support tables list.html -If non industrial(i e,EXT,COM)SFPs are used the switch operating temperature must be derated MMF=multi-mode fiber SMF=single-mode fiber ©2016 Cisco and/or its affiliates All rights reserved This document is Cisco Public Information Page 10 of 11 610 Warranty Information Warranty information for the IE 4000 is available on http//www cisco-servicefinder com/warrantyfinder.aspx Cisco Capital Financing to Help You Achieve Your Objectives Cisco Capital can help you acquire the technology you need to achieve your objectives and stay competitive We can help you reduce CapEx Accelerate your growth Optimize your investment dollars and ROI Cisco Capital financing gives you flexibility in acquiring hardware, software,services,and complementary third-party equipment. And there's just one predictable payment Cisco Capital is available in more than 100 countries Learn more _, . ■ • la • Printed in USA C78-733058-08 08/16 ©2016 Cisco and/or its affiliates All rights reserved This document is Cisco Public Information Page 11 of 11 611 r AFL BID ITEM 0002 Optical Connectivity Poll-MOD® Patch and Splice Module AFL's new Poll-MOD is an innovative patch and splice module,which offers an ill inventive and effective means to accommodate up to 24 fiber interconnections in an industry-standard,single-slot LGX®118 footprint The new Poll-MOD offers a unique and .j robust way to secure cable without the need for time-wasting,tie-wrap alternatives Additionally,the module leverages a creative snap-in splice sleeve cradle to securely manage both single and ribbon fiber arrangements These features provide the capacity to outfit a standard 4RU rack-mount panel with up to 288-fiber interconnections 12-Fiber SC/UPC Configuration The Poll-MOD is also offered in an arrangement that supports the low loss budget requirements of Distributed Antenna System(DAS)networks This is accomplished through the elimination of an interconnection point while providing a robust splicing IIII environment for rack and wall-mount panel applications Features • 24-fiber interconnection capacity • LGX 118 compatibility(single-slot module) • Effective and time-saving cable mounting mechanism(no tie-wraps necessary) • Inventive splice sleeve cradle • Available in SC,LC,ST and FC connector arrangements • Organized fiber routing • Fixed solution,no moving parts • Multi-directional cable entry access I • DIN rail mountable(with DIN Mount Kit) Applications • Telecommunications Closets • Data Centers • Customer Premise • Local Area Networks DAS Poli-MOD • Wide Area Networks • Central Offices • Hub Sites ilitill • Cabinets • Remote Terminals • Distributed Antenna Systems(DAS) LGX is a registered trademark of Furukawa Electric North America Inc. www.AFLglobal.com or (800)235-3423 ©2013 AFL all rights reserved PP 2 00089 Revision 4 8.6 15 Specifications are subject to change without notice 1 612 FAFL Optical Connectivity Y Poli-MOD® Patch and Splice Module Ordering Information Example:PM L 12 ASC 0 S 01 PM i — — — ASC — — F S 1- 01 I I -T I —I— I _1 Configuration Fiber/Connector Count Connector Type' Fiber Type Fiber Arrangement Packaging E=Empty(Splicing Only) 06=6 Fibers/Connectors ASC=Angle-Polished SC 0=Single-mode S=Single/Standard 01=1 Poli-MOD per box H=Half Loaded 12=12 Fibers/Connectors USC=Ultra-Polished SC (G.657.A1 BIF) R=Ribbon 06=6 Poi-MODS per box (Adapter Plate only) 24=24 Fibers/Connectors' PSC=Multimode SC 1=62.5 pm(OM)) L=Loaded ALC=Angle-Polished LC 3=3 mm,3 meter DAS 12=12 Poli-MODs per box (Adapter Plate&Pigtails) =Empty 9 2=50 pm(0M2) x=No Fiber D=DAS Poi-MOD' ULC=Ultra-Polished LC 3=50 pm(0M3) PLC=Multimode LC (Half Loaded or Empty) UST=Ultra-Polished ST 4=50 pm(0M4) PST=Multimode ST X=Empty AFC=Angle-Polished FC UFC=Ultra-Polished FC PFC=Multimode FC 1 DAS Poli-MOD requires specialty packaging and is packaged as 1 Poli-MOD per box ONLY XXX=Empty 2 24 Fibers/Connectors are only available in a LC Duplex configuration 3 Angle and Okra-Polished connector types are only mailable with single-mode fiber configurations. Connector Color Codes Poli-MOD Kits/Accessories CONNECTOR f COLOR DESCRIPTION AFL NO 1— APC(Angled Polish Connector) Green [Poll MOD Cable Mounting Clip Kit FM003053 UPC(Ultra Polish Connector) Blue PollMOD Spiral Wrap Kit FM003280 PC 0M1 Beige 1 Fusion Splice Sleeve,FP 03,40 mm S000206 PC OM2 Black ;Adapter Bracket for Mounting Single Poll MOD,angled FM000948 B PC 0M3/PC 0M4 Aqua Adapter Bracket for Mounting Single Poh MOD,flat FM003589-B Cornet CCH and PCH 145 mm Adapter Bracket FM001636 DIN Mount Kit,LGXa 118 FM003394 7 Dimensions 6.07 in.(I54 mm) 1 14 in (29 mm) �IIll :I.l 1111111 0 ® ® - - ® MI I 414 —I m a F'/7— lr3orirml 5.12 in(105 met) ?l. 1 ll 111 �I� :I.IlI 0 wvvvv.AFLglobal.com or (800)235-3423 ®2013,AFL,all rights reserved PP 2-00089,Revision 4, 8.6 15 Specifications are subject to change without notice 2 613 BID ITEM 0003 AnBID ITEM 0004 Optical Connectivity Xpress Fiber Management® (XFM®) 4RU Patch Panel The Xpress Fiber Management(XFM)4RU patch panel is a rack mountable interconnect point specifically designed to manage dense fiber applications Based on the LGX® intermateability platform,the panel is fully compatible with AFL's XFM Optical Cassette, Poli-MOD®and WDM solutions,offering enhanced management of densities up to 288F using MTP/MPO,single fiber,or patch and splice methodologies Routing rings on the top and bottom of the front panel provide enhanced cable routing allowing cable assemblies to exit comfortably This panel can be provisioned with a key lock at the time of order for secure environments I Features Applications • Aluminum construction • Data Centers • Textured black powder coat finish • Enterprise Networks • Universal WECO/TIA 19"/23" rack • Telecommunications Closets compatibility • Central Offices/Headends • (12)LGX 118 adapter plate/module mounting positions • Mounting depth adjustable from flush to 8" in 1" increments Specifications DEPTH(A) FRONT WIDTH(B) REAR WIDTH(C) HEIGHT(D) RACK UNLOADED 1 IN INCHES IN INCHES IN INCHES IN INCHES UNITS CAPACITY WEIGHT 15.5 17 15 7 4 (12)LGX 118 9 Ibs Ordering Information DESCRIPTION TMODEL NO. AFL NO. Xpress Fiber Management 4U Patch Panel Black,Empty XFM 4U B 0 FM001090 B Xpress Fiber Management 4U Patch Panel,Black,Empty,Key Lock l XFM 4U B K FM001218 B Imo_ C D O t PAR, .. f .I _ A RE-Made in USA LOX is a registered trademark of Furukawa Electric North America Inc www.AFLglobal.com or (800)235-3423 ®2008 AFL all rights reserved PP200115 Revision 5 4.2717 Specifications are subject to change without notice 615 r AFL BID ITEM 0005 Optical Connectivity Xpress Fiber Management° (XFM®) 5RU Shelf The Xpress Fiber Management(XFM) 5RU Shelf is a rack-mountable interconnect panel specifically designed to manage fibers in Wavelength Division Multiplexing(WDM) applications or in situations where fiber entry will occur only at the front entrance of the panel. Based on the LGX®intermateability platform,the panel is fully compatible with AFL's WDM,XFM®Optical Cassette and Poll-MOD®solutions Routing rings on the bottom of the front panel allow cable assemblies to exit comfortably,while the back of :E the panel is left open to reduce size and weight The XFM Shelf can be conveniently mounted at three depths within the rack which includes a flush-mount option The XFM Shelf also features a clear, removable front door 1. 11 and a pull-out cable designator card Features Applications • Aluminum construction • Central Offices/Headends IL • Textured black powder coat finish • Data Centers • Universal WECO/TIA 19"/23" rack • Wavelength Division Multiplexing compatibility • (12)LGX 118 module mounting positions Specifications rill DEPTH(A) FRONT WIDTH(B) REAR WIDTH(C) HEIGHT(D) RACK UNLOADED IN INCHES*i IN INCHES IN INCHES IN INCHES UNITS CAPACITY WEIGHT V5 17 17 8.75 5 (12)LGX 118 4 lbs *Does not include installed modules Ordering Information DESCRIPTION AFL NO. Xpress Fiber Management 5RU Patch Panel Shelf,Black FM003626 p./ t ,�I i c I ., (see dimensions above) I A •Ai, LOX a a,egatered trademark of Furukawa Electric North America Inc www.AFLglobal.com or (800)235-3423 ©2016,AFL,all rights reserved PP 2 00237,Revision 0 118.15 Specifications are subject to change without notice lii 616 prAFL BID ITEM 0006 Optical Connectivity Y Wall Mount Interconnect Enclosure (WME) with One LGX° Mounting Position AFL's wall mount interconnect enclosure(WME01)provides a convenient convergence 0111 point for interconnecting and/or splicing in wall mount applications.Provisioned for one LGX-compatible adapter plate or optical module,the enclosure features a well-engineered solution for fiber and cable management on both the top and bottom openings of the enclosure Robust steel construction ensures the highest level of protection for sensitive components while integrated roll-formed hinges eliminate possible fiber pinch points WME01 The WME01 features a front access door which is lockable with a common pad-lock or tube-style keyed lock Features • Fits comfortably into new and existing interconnect,cross-connect and co-location environments • U-shaped cable entry eliminates the need to feed preconnectonzed cables through an inconvenient access port • Modular design fully compatible with Poli-MOD®products and XFM®optical cassettes • Locking option for flexibility and security • Available empty,with adapters,or with adapters,splice chip and pigtails pre-installed • LGX 118 compatible • Optional DIN rail mounting kit(sold separately) • All major connector types are supported WME01 rear mounting clip for DIN rail Applications • Co-Location sites • Customer premise • Hub/OTN sites • Telecommunication closets • Campus/enterprise environments Specifications • Solid steel construction • Powder coat black textured finish • Top or bottom cable entry with dust resistant grommets i i • Single hasp locking/security system • 12 to 24 fiber patch and splice density WME01 with DIN rail mounting kit • One LGX mounting position • Physical dimensions. 5.6"H x 7"W x 1 5"D • Empty version weight'2 0 lbs LGX is a registered trademark of Furukawa Electric North America,inc. www.AFLglobal.com or (800)235-3423 ©2016 AFL,all rights reserved PP 2 00236 Revision 1 2 15 16 Specifications are subject to change without notice 12 617 r AFL Optical Connectivity Wall Mount Interconnect Enclosure (WME) with One LGX® Mounting Position Ordering Information EMPTY DESCRIPTION AFL NO. WME01 Empty WME01E HALF LOADED: WME WITH ADAPTER PLATES AND ADAPTERS ONLY CONN. FIBER AFL NO TYPE CT UPC SM(BLUE) APC SM(GREEN) PC MM 62.5(BEIGE) PC MM 50(BLACK) PC MM 0M3(AQUA) PC MM 0M4(AQUA) SC 6 WME01AS-USCSM-006000 WMEO I AS-ASCSM-006000 WME01AS-PSCM6-006000 WMEO I AS-PSCM5-006000 WMEOIAS-PSCML-006000 WMEOIAS-PSCMC-006000 12 WMEO1AS-USCSM-012000 WME01AS-ASCSM-0120001 WME01AS-PSCM6-012000 WMEO1AS-PSCM5-012000 WMEOIAS-PSCML-012000 I WMEOIAS-PSCMC-012000 LC 6 WMEO1AS-UDLSM-006000 WMEOIAS-ADLSM-006000 WMEO1AS-PDLM6-006000 WMEO1AS-PDLM5-006000 ! WMEO1AS-PDLML-006000 WMEOIAS-PDLMC-006000 12 WME01AS-UDLSM-012000 WME01AS-ADLSM-012000 WMEO1AS-PDLM6-012000 WMEO1AS-PDLM5-012000 WMEOIAS-PDLML-012000 WMEOIAS-PDLMC-012000 24 WMEOIAH-UDLSM-024000 WME01AH-ADLSM-024000 WME01AH-PDLM6-024000 WMEO1AH-PDLM5-024000 WMEOIAH-PDLML 024000 WMEOIAH-PDLMC-024000 ST 6 WMEO1AS-USTSM-006000 — WMEO1AS-PSTM6-006000 WMEOIAS-PSTM5-006000 WMEOIAS-PSTML-006000 ! WMEOIAS-PSTMC-006000 12 WMEOIAS-USTSM-012000 — WMEO1AS-PSTM6-012000 WME01AS-PSTM5-012000 WMEOIAS-PSTML 012000 WME01AS-PSTMC 012000 FC 6 WMEOIAS-UFCSM-006000 WME01AS-AFCSM-006000 WMEO1AS-PFCM6-006000 WME01AS-PFCM5-006000 WMEO1AS-PFCML-006000 WMEOIAS-PFCMC-006000 12 WMEOIAS-UFCSM-012000 WME01AS-AFCSM-012000 WMEOIAS-PFCM6-012000 WMEOIAS PFCMS-012000 . WMEOIAS-PFCML-012000 WMEOIAS-PFCMC 012000 LOADED WME WITH ADAPTER PLATES/ADAPTERS/SPL.TAIL(900 pm TIGHT BUFFERED FIBERS 3 METERS IN LENGTH) 'V' CONN FIBER AFL NO. TYPE CT UPC SM(BLUE) APC SM(GREEN) PC MM 62 5(BEIGE) PC MM 50(BLACK) PC MM 0M3(AQUA) PC MM 0M4(AQUA) SC 6 WMEOIFS-USCSM-0061C0 WME01FS-ASCSM-0061CO WMEOIFS-PSCM6-0061C0 WME01FS-PSCM5-0061C0 WMEOIFS-PSCML-0061C0 WMEO1FS-PSCMC-0061C0 12 WME01FS-USCSM-0121C0 WMEOIFS-ASCSM-0121C0 WMEOIFS-PSCM6-0121C0 WMEOIFS-PSCM5-0121C0 WMEOIFS-PSCML-0121C0 WMEOIFS-PSCMC-0121C0 LC 6 WMEO1FS-UDLSM-0061C0 WMEO1FS-ADLSM-0061C0 WMEO1FS-PDLM6-0061C0 WMEOIFS-PDLM5-0061C0 WMEO1FS-PDLML-0061C0 WMEO1FS-PDLMC-0061C0 12 WMEO1FS-UDLSM-0121C0 WME01FS-ADLSM-0121C0 WMEO1FS-PDLM6-0121C0 WMEO1FS-PDLMS-0121CO WMEO1FS-PDLML-0121C0 WMEO1FS-PDLMC0121C0 24 WMEO1FH-UDLSM-0241C0 WMEO1FH-ADLSM-0241C0 WMEO1FH-PDLM6-0241C0 WMEO1FH-PDLM5-0241C0 WMEO1FH-PDLML-0241C0 WMEO1FH-PDLMC 0241C0 ST 6 WMEO1FS-USTSM-0061C0 — WMEO1FS-PSTM6-0061C0 1 WMEO1FS-PSTM5-0061C0 WMEO1FS-PSTML 0061C0 WME01FS-PSTMC 0061C0 12 WME01FS-USTSM-0121C0 — WME01FS-PSTM6-0121C0 WMEO1FS-PSTM5-0121C0 WME01FS-PSTML-0121C0 WME01FS-PSTMC-0121C0 F( 6 WMEO1FS-UFCSM-0061C0 WMEO1FS-AFCSM-0061C0 WMEOIFS-PFCM6-0061C0 WME01FS-PFCM5-0061C0 WMEO I FS-PFCML-0061C0 WME01FS-PFCMC-0061C0 12 WMEO1FS-UFCSM-0121C0 WMEO1FS-AFCSM-0121C0 i WME01FS-PFCM6-0121C0 WME01FS-PFCM5-0121C0 WMEOIFS-PFCML0121C0 WME01FS-PFCMC 0121C0 ACCESSORIES DESCRIPTION AFL NO. DIN Mount Kit,LGX®118(Nylon DIN Clips and Screws) FM003388 Connector/Adapter Key TYPE DESCRIPTION TYPE DESCRIPTION TYPE DESCRIPTION ASC Angle Polish SC(ZR)sleeve SM PST Physical Polish ST(PB)sleeve MM ADL Angle Polish LC Duplex(ZR)sleeve SM .ASF Angle Polish SC Duplex(ZR)sleeve SM UST j Ultra Polish ST(ZR)sleeve SM PDL Physical Polish LC Duplex(PB)sleeve MM PSC Physical Polish SC(PB)sleeve MM AFC I Angle Polish FC(ZR)sleeve-SM PLC Physical Polish LC(PB)sleeve MM PSF Physical Polish SC Duplex(PB)sleeve MM PFC Physical Polish FC(PB)sleeve MM UDL Ultra Polish LC Duplex(ZR)sleeve-SM USC Ultra Polish SC with(ZR)sleeve SM UFC Ultra Polish FC(ZR)sleeve SM ULC Ultra Polish LC(ZR)sleeve SM USF Ultra Polish SC Duplex(ZR)sleeve SM LGX is a registered trademark of Furukawa Electric North America,Inc www.AFLglobal.com or (800)235-3423 ©2016,AFL,all rights reserved PP 2-00236,Revision 1,2 15 16 Specifications are subject to change without notice 43 618 BID ITEM 0007 Technical Specification Supplement Conduit 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 • rigid metal conduit(RMC), • intermediate metal conduit(IMC), • electrical metallic tubing(EMT), • polyvinyl chloride (PVC)conduit, • high density polyethylene (HDPE)conduit, • liquid tight flexible metal conduit(LFMC), or • liquid tight flexible nonmetallic conduit(LFNC). Provide conduit 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 Technical Specification Supplement 619 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 Specification 2317, "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 nprap, 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, nprap, 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 Technical Specification Supplement 620 BID ITEM 0008 Ground Boxes 1. DESCRIPTION • 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 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 Technical Specification Supplement 621 This Item will be measured by each ground box installed complete in place or each ground box removed Operates over 0 to 19 dB path attenuation Minimum of 4K MAC addresses Minimum of 2 MB buffer memory MAC-based trunking Port Mirroring D. Protocols Supported. Provide a Field Ethernet Switch that supports the following protocols. IP Multicast Filtering through Internet Group Management(IGMP)v3 Snooping Multiprotocol Label Switching (MPLS) Common Industrial Protocol(CIP) Trivial File Transfer Protocol (TFTP)remote firmware upgrades E. Standards Provide a Field Ethernet Switch that adheres to the following standards. Institute of Electrical and Electronic Engineers (IEEE) 802 1x support IEEE 802.1w Rapid Spanning Tree Protocol(RSTP) IEEE 802.3 10BASE-T specification Institute of Electrical and Electronic Engineers (IEEE) 802 3 support IEEE 802 3u 100BASE-TX Specification IEEE 802.3x Flow Control IEEE 802.1Q Virtual Local Area Network (VLAN)Tagging IEEE 802 1D Spanning Tree Algorithm F. Management. Provide a Field Ethernet Switch that provides the following management capabilities Hyper Text Transport Protocol (HTTP)/Web Browser device configuration interface Security Access Control Lists(ACLs) 128 MB DRAM 64 MB Compact Flash Memory Configurable up to 8000 MAC addresses Configurable up to 255 IGMP groups QoS classifies and prioritizes data Virtual Lans(VLAN) Per-port broadcast, multicast, and unicast storm control preventing faultyend stations from degrading overall system performance. Telnet device configuration interface Simple Network Management Protocol (SNMP)version 2 device status, diagnostic, and alarm monitoring and remote configuration Remote Monitoring (RMON) network monitoring Request for Comments (RFC)-1213-compliant Management Information Base (MIB) files Standard and device specific M1B2 files Technical Specification Supplement 622 G. Regulatory Approvals Provide a Field Ethernet Switch that has been certified to the following regulatory standards 1 Product Safety Underwriters Laboratories (UL) Standard 1950 or 60950 Electromagnetic Emissions Federal Communications Commission (FCC) Part 15, Class A 1 National Electrical Manufacturers Association (NEMA)TS-2 H. Dimensions Provide a Field Ethernet Switch with dimensions that do not exceed the following maximums Height 5 8 in 1 Width 6 0 in I Depth 4 4 in Weight 4 4 lb I. Operating Power. Provide a Field Ethernet Switch that is designed to operate with the following power requirements • 18-60VDC • 0 05 KVA J. Environmental Provide a Field Ethernet Switch that is designed to operate in the following environmental conditions -40°to 167°F (-40°C to 75°C) operating temperature range 13 to 185°F (-25°C to 85°C) storage temperature range 10% to 95% relative humidity(non-condensing) 3. Construction A. General. Provide equipment that utilizes the latest available techniques for design and construction with a minimum number of parts, subassemblies, circuits, cards, and modules to maximize standardization and commonality Design the equipment for ease of maintenance. Provide component parts that are readily accessible for inspection and maintenance Provide test points that are for checking essential voltages and waveforms B. Electronic Components Provide electronic components in accordance with the Special Specification, "Electronic Components" C. Mechanical Components. Provide external screws, nuts and locking washers that are stainless steel. Do not use self-tapping screws Provide parts made of corrosion resistant materials, such as plastic, stainless steel, anodized aluminum, or brass Protect materials from fungus growth and moisture deterioration Separate dissimilar metals by an inert dielectric material 4. Documentation Requirements Provide documentation in accordance with Articles 4 and 5, Special Specification, "Testing, Training, Documentation, Final Acceptance and Warranty" 5. Testing Requirements Perform testing in accordance with Article 2, Special Specification, "Testing,Training, Documentation, Final Acceptance and Warranty" Technical Specification Supplement 623 6. Warranty. Provide a warranty in accordance with Article 7, Special Specification "Testing, Training, Documentation, Final Acceptance and Warranty" 7. Experience Requirements. Only employ personnel involved in the installation and testing of the"Field Ethernet Switch"that meet the following requirements • Two years experience in the installation and testing of Ethernet Switches • Two installed systems where Ethernet Switches, as described within these specifications, are installed and the systems have been in continuously satisfactory operation for at least one year Submit photographs or other supporting documents as proof, and the names, addresses, and telephone numbers of the operating personnel who can be contacted regarding the systems 1 One system with Ethernet Switches(which may be one of the two in the preceding paragraph) for which the Contractor can arrange for demonstration to the Engineer or the Engineer's representative 8. Training Perform training in accordance with Article 3, Special Specification, "Testing, Training, Documentation, Final Acceptance and Warranty" 9. Measurement This item will be measured as each unit furnished, installed, and tested 10. 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"Field Ethernet Switch" of the type specified This price is full compensation for equipment, cables and connectors, documentation and testing, labor,tools, materials, warranty,training, and incidentals Technical Specification Supplement 624 BID ITEM 0009 Technical Specification Supplement Intelligent Transportation System (ITS) Fiber Optic Cable 1. DESCRIPTION Furnish, install, relocate and remove Intelligent Transportation System (ITS)fiber optic cable, fiber patch panels and splice enclosures as shown on the plans. 2 MATERIALS 2 1 General Requirements. Provide, assemble, fabricate and install materials that are new, corrosion resistant, and in accordance with the details shown on the plans and in these Specifications Furnish, install, splice, and test all new fiber optic cable Provide all splicing kits, fiber optic cable caps, connectors, moisture or water sealants, terminators, splice trays, fiber optic Jumpers, pig tails, fiber patch panels, fiber interconnect housing, and accessories necessary to complete the fiber optic network Provide all equipment necessary for installation, splicing, and testing 2.2. Cable Requirements. Furnish all-dielectric, dry-filled, gel-free, loose tube fiber optic cable, with low water peak, suitable for underground conduit environments or aerial applications Furnish self-supporting, all-dielectric, dry-filled, gel-free, loose tube fiber optic cable, with low water peak suitable for aerial applications when not lashing to strand cable. All fiber optic cable furnished must have a design life of 20 yr when installed to the manufacturer's specifications Splice fiber optic cables in ground boxes, field cabinets, or buildings Terminate fiber optic cables in field cabinets and buildings that comply with the details shown on the plans and in this Specification Provide all fiber optic cable from the same manufacturer and the manufacturer is International Organization for Standardization (ISO)9001 certified Ensure the cables meet or exceed United States Department of Agriculture Rural Utilities Service (RUS) CFR 1755 900, American National Standards Institute/Insulated Cable Engineers Association (ANSI/ICEA) S-87-640, and Telecommunications Industry Association/Electronic Industries Alliance (TIA/EIA)-492-CAAB standard 2 3 Optical Requirements 2 3 1 Optical Fiber. Provide ITU G 652 single mode fiber optic cable with a core diameter of 8.3 ±0 7 microns and a cladding diameter of 125 ±0 7 microns Provide optical fiber made of glass consisting of a silica core surrounded by concentric silica cladding, free of imperfections and inclusions 2.3.2. Core/Clad Concentricity. Provide an offset between the center of the core and cladding less than 0 5 microns Technical Specification Supplemental 625 2 3 3 Mode Field Diameter. Provide single mode fiber optic cable with the effective area or Mode Field Diameter of the fiber must be 9 2 ±0 4 pm at 1310 nm and 10 5± 1 0 pm at 1550 nm 2 3 4 Primary Coating. Provide fiber with a coating diameter of 250 ±15 microns 2 3 5 Attenuation. Provide single mode fiber optic cable with nominal attenuation of 0 35 dB/km maximum at a wavelength of 1310 nm and nominal attenuation of 0.25 dB/km maximum at a wavelength of 1550 nm Attenuation at water peak must be less than 0 35 dB/km at 1383 nm 2 3 6 Bandwidth and Dispersion. Provide single mode fiber optic cable with a maximum dispersion of • 3.2 ps/nm-km at a wavelength of 1310 nm, and • 18 ps/nm-km at a wavelength of 1550 nm Zero dispersion wavelength must be between 1300 nm and 1324 nm and the zero dispersion slope at the zero dispersion wavelength must be less than 0 092 ps/(nm2 km) The cutoff wavelength must be less than 1260 nm for single mode fibers specified to operate at 1310 nm The cutoff wavelength must be less than 1480 for single mode fibers specified to operate only at 1550 nm or higher The macrobend attenuation per 100 turns must not exceed 0 05 dB at 1310 nm and 1550 nm 2 3 7 Mechanical Requirements(Tensile Strength) Provide a cable withstanding a pulling tension of 600 lbf without increasing attenuation by more than 0.8 dB/mi when installing in underground conduit systems in accordance with EIA-455-33A Conduct an impact test in accordance with TIA/EIA-455-25C (FOTP-25)and a compression load test in accordance with TIA/EIA-455-41A(FOTP-41). For all-dielectric self-supporting cable (ADSS)and other self-supporting cables, meet tensile strength requirements in accordance with Section 25, Loading of Grades B and C, of National Electric Safety Code (NESC), for the maximum span and sag information as shown in the plans for aerial construction 2 3 8 Bend Radius Provide a cable withstanding a minimum bending radius of 10 times its outer diameter during operation, and 20 times its outer diameter during installation, removal and reinstallation without changing optical fiber characteristics Test the cable in accordance with EIA-455-33A 2 3 9 Buffering. Use a buffering tube or jacket with an outer diameter of 1 0 to 3 0 mm containing 12 individual fiber strands. The fibers must not adhere to the inside of the buffer tube 2 3 10 Color Coding. Provide fiber and buffer tubes with a color coating applied to it by the manufacturer Coating must not affect the optical characteristics of the fiber. Provide color configuration in accordance with TIA/EIA- 598 as follows Technical Specification Supplemental 626 • 1 Blue • 5.Slate • 9 Yellow • 2 Orange • 6 White • 10 Violet • 3. Green • 7 Red • 11 Rose • 4 Brown • 8 Black • 12 Aqua 3 EQUIPMENT 3 1 Cable Type Provide cables with a reverse oscillation or planetary stranding structure Jacket construction and group configuration should separate at splice points to cut and splice 1 set of fibers while the others remain continuous. All cable jackets must have a ripcord to aid in the removal of the outer jacket Submit cable designs for approval Strand loose buffer tubes around a dielectric central anti-buckling strength member Provide dielectric aramid or fiber glass strength members with specified strength for the cable Provide cable with a water-blocking material, which is non-hygroscopic, non- nutritive to fungus, non-conductive, non-toxic, and homogeneous The water blocking material must comply with TIA/EIA-455-81 B and 455-82B as well as TIA/EIA-455-98 Ensure a polyethylene inner jacket is applied over the cable core, and that the entire cable is enclosed with a polyethylene outer jacket Ensure the outer jacket contains black carbon to provide UV protection for the cable Ensure each cable is marked with the manufacturer's name, the date of manufacture (month/year), the fiber count(example 48F SM), and sequential length markings at maximum 2 ft increments, measured in U S units For aerial installation, provide standard fiber optic cable lashed to steel messenger cable or ADSS in accordance with the Institute of Electrical and Electronics Engineers (IEEE) 1222 Standard for Testing and Performance for All-Dielectric Self-Supporting (ADSS) Fiber Optic Cable for Use on Electric Utility Power Lines, or most current version Provide ADSS cable in accordance with the maximum span distance, weather load rating, and allowable sag as shown on the plans "Figure 8"self-supporting cable with integrated messenger cable within the outer jacket for aerial installation is acceptable 3 1 1 Cable Size Furnish cables with a maximum diameter not exceeding 19 mm 3 1 2 Environmental Requirements Provide cable that functions in a temperature range from - 40°F to 158°F 3 2 Fiber Optic Accessories. 3 2 1 Splice Enclosures Furnish and install 1 of 3 types of underground splice enclosures at locations shown on the plans to accommodate the cables being spliced at that point. The types are as follows • Type 1 4 cable entry ports total—2 ports to accommodate backbone fiber of up to 144 fibers and 2 ports for drop cables of up to 48 fibers, • Type 2 6 cable entry ports total—4 to accommodate backbone or arterial cables of up to 144 fibers and 2 ports for drop cables of up to 48 fibers,and • Type 3. 8 cable entry ports total—4 to accommodate backbone or arterial cables of up to 144 fibers and 4 ports for drop cables of up to 48 fibers Technical Specification Supplemental 627 Provide the end cap of the canister splice closure with re-enterable quick-seal cable entry ports to accommodate additional branch cables or backbone cables Provide fiber optic splice enclosures with strain relief, splice organizers, and splice trays from the same manufacturer as the splice enclosure Select the appropriate splice enclosure type based on the number of splices called for in the plans Suspend all splice closures off floor of the ground box and secure to cable rack assembly on side wall of ground box For end of reel splicing, use a fiber optic splice enclosure sized to accommodate full cable splice in one enclosure Fiber optic splice enclosure must be of the same manufacturer as other supplied on a project Splice enclosure and fusion splicing required for end of reel will be incidental to the fiber optic cable Comply with the Telcordia Technologies' GR-711-CORE standard and all applicable NEC requirements Contain all optical fiber splices within a splice enclosure, providing storage for fiber splices, nonspliced fiber, and buffer tubes. Provide sufficient space inside the enclosure to prevent microbending of buffer tubes when coiled Ensure that the splice enclosure maintains the mechanical and environmental integrity of the fiber optic cable, encases the sheath opening in the cable, and organizes and stores optical fiber Ensure all hinges and latching devices are stainless steel or of a non- corrosive material designed for harsh environments Ensure that the enclosure is airtight and prevents water intrusion Ensure that splice enclosures allow re-entry and are hermetically sealed to protect internal components from environmental hazards and foreign material such as moisture, dust, insects, and UV light 3 2 2 Field Rack Mount Splice Enclosures. Provide a 19 in EIA rack mounted splice enclosure module to hold spliced fibers as shown in the plans inside field equipment cabinets or buildings Splice or terminate fibers inside rack mounted fiber optic splice enclosures Provide an enclosed unit designed to house a minimum of 4 cables, sized to accommodate at a minimum the cables shown on the plans plus future expansion Provide splice enclosures containing mounting brackets with a minimum of 4 cable clamps. Install cable according to manufacturer recommendations for the cable distribution panel. 3 2 3 Fiber Patch Panels. Provide fiber patch panels that are compatible with the fiber optic cable being terminated and color coded to match the optical fiber color scheme Coil and protect a maintenance loop of at least 5 ft of buffer tube inside the rack mount enclosure, patch panel, or splice tray Allow for future splices in the event of a damaged splice or pigtail 3 2 31 Cabinet. Terminate or splice fibers inside the compact and modular fiber patch panel in the cabinet Provide fiber patch panel for installation inside a 19 in EIA rack and sized appropriately to accommodate the fiber terminations shown on the plans or as directed by the Engineer. Provide each patch panel housing with pre-assembled compact modular snap-in simplex connector panel modules, each module having a minimum of 6 fiber termination/connection capabilities Provide modules with a removable cover having 6 pre- connectonzed fiber pigtails, interconnection sleeves, and dust caps installed by the manufacturer Provide a 12 fiber or greater fusion splice tray capability housing, each tray holding 12 fusion splices as shown in the plans Stack splice trays on a rack to permit access to individual trays without disturbing other trays Locate splice trays in a rack within a pull-out shelf. Protect the housing with doors capable of pivoting up or Technical Specification Supplemental 628 down Document the function of each terminated/spliced fiber, along with the designation of each connector on labels or charts located either on the inside or outside of the housing door. Provide labels or charts that are UV resistant design for harsh environments and used inside field equipment cabinets. Use permanent marker or method of identification that will withstand harsh environments Provide each housing with strain relief. Terminate single mode fiber optic cable with SC connectors to the patch panels, unless otherwise shown on the plans Install the fiber patch panel as an integral unit as shown on the plans 3 2 3 2 Building Provide a fiber patch panel with a modular design allowing interchangeability of connector panel module housing and splice housing within the rack, as shown on the plans. Provide the number of single mode fibers, connector panel module housings, and splice housings for the patch panel unit in the building as shown on the plans Provide a fiber patch panel unit, installed at a height less than 7 ft , capable of housing 8 connector panel module housings or 8 splice housings. Protect the housing with doors capable of pivoting up or down and sliding into the unit Provide 12 snap-in simplex connector panel modules with each connector panel module housing, each module having 6 fiber termination/connector capabilities Use a pre- assembled compact modular unit with a removable cover for the snap-in simplex connector panel module having 6 pre-connectonzed fiber pigtails, interconnection sleeves, and dust caps installed by the manufacturer Provide each connector panel module housing with a jumper routing shelf, storing up to 5 ft (minimum)of cable slack for each termination within the housing Provide the fiber distribution unit with strain relief Provide splice enclosure with 24 fusion splice tray capabilities, each splice tray holding 12 or more fusion splices Stack splice trays on a rack to permit access to individual trays without disturbing other trays Locate the rack on a pull-out shelf Document the function of each terminated/spliced fiber, along with the designation of each connector on labels or charts located either on the inside or outside of the housing door Provide labels or charts that are UV resistant design for harsh environments and used inside field equipment cabinets Use permanent marker or method of identification that will withstand harsh environments Also provide documentation of the function of each terminated or spliced fiber along with the designation of each connector on charts or diagrams matching the fiber patch panel configuration and locate inside cabinet document drawer. Provide documentation at the conclusion of fiber terminations and splicing Allow terminations only in the fiber interconnect housings placed in the cabinets as shown on the plans or as directed. 3 24 Splice Trays Use splice tray and fan-out tubing kit for handling each fiber Provide a splice tray and 12 fiber fan-out tubing with each housing for use with the 250 microns coated fiber The fan-out will occur within the splice tray(no splicing of the fiber required) Allow each tube to fan out each fiber for ease of connectorization Label all fibers in splice tray on a log sheet securing it to the inside or outside of the splice tray Provide UV resistant log sheet suitable for harsh environments, located inside field cabinets or splice enclosures Provide fan-out tubing with 3 layers of protection consisting of fluoropolymer inner tube, a dielectric strength member, and a 2 9 mm minimum outer protective PVC orange jacketing Technical Specification Supplemental 629 3 2 5 Jumpers. Provide fiber optic jumper cables to cross connect the fiber patch panel to the fiber optic transmission equipment as shown on the plans or as directed Match the core size, type, and attenuation from the cable to the simplex jumper. Use yellow jumpers and provide strain relief on the connectors Provide fiber with a 900 micron polymer buffer, Kevlar strength member, and a PVC jacket with a maximum outer jacket of 2 4 mm in diameter Provide 5 ft long jumpers, unless otherwise shown on the plans On the patch panel end of each jumper, provide an SC connector On the opposite end of the jumper, provide a connector that is suitable to be connected to the fiber optic transmission equipment selected When providing jumpers for existing equipment, provide connectors suitable to be connected to patch panels and fiber optic transmission equipment in use All jumpers must have factory terminated connectors Field terminations of connectors is prohibited 3.2.6. Fiber Optic Cable Storage Device Furnish fiber optic cable storage device designed to store slack fiber optic cable by means of looping back from device to device on an aerial run Furnish storage devices that are non-conductive and resistant to fading when exposed to UV sources and changes in weather Ensure storage devices have a captive design such that fiber-optic cable will be supported when installed in the aerial rack apparatus and the minimum bending radius will not be violated Provide stainless steel attachment hardware for securing storage devices to messenger cable and black UV resistant tie-wraps for securing fiber-optic cable to storage device. Provide tie-wraps that do not damage fiber when securing to storage device Ensure storage devices are stackable so multiple cable configurations are possible Ensure cable storage devices furnished are compatible with the type of aerial cable furnished and installed Aerial cable storage devices will be considered incidental to the installation of the fiber optic cable 4 CONSTRUCTION Install fiber optic cable in accordance with United States Department of Agriculture Rural Utilities Service CFR 1755 900 specifications for underground and aerial plant construction without changing the optical and mechanical characteristics of the cables Utilize available machinery,jacking equipment, cable pulling machinery with appropriate tension monitors, splicing and testing equipment, and other miscellaneous tools to install cable, splice fibers, attach connectors and mount hardware in cabinets employed with the above"Mechanical Requirements " Do not jerk the cable during installation Adhere to the maximum pulling tensions of 600 lbf and bending radius of 20 times the cable diameter or as specified by the manufacturer, whichever is greater Use installation techniques and fixtures that provide for ease of maintenance and easy access to all components for testing and measurements Take all precautions necessary to ensure the cable is not damaged during transport, storage, or installation Protect as necessary the cables to prevent damage if being pulled over or around obstructions along the ground Where plans call for removal of existing cable to salvage or reuse elsewhere, take care to prevent damaging the existing cable during removal adhering to all of the requirements for installation that pertain to removal 4 1 Packaging, Shipping, and Receiving Ensure the completed cable is packaged for shipment on reels Ensure the cable is wrapped in weather and temperature resistant covering Ensure both ends of the cable are sealed to prevent the ingress of moisture Technical Specification Supplemental 630 Securely fasten each end of the cable to the reel to prevent the cable from coming loose during transit. Provide 6 ft. of accessible cable length on each end of the cable for testing Ensure that the complete outer jacket marking is visible on these 6 ft of cable length Provide each cable reel with a durable weatherproof label or tag showing the Manufacturer's name, the cable type, the actual length of cable on the reel, the Contractor's name,the contract number, and the reel number Include a shipping record in a weatherproof envelope showing the above information and also include the date of manufacture, cable characteristics (size, attenuation, bandwidth, etc.), factory test results, cable identification number and any other pertinent information Ensure that all cable delivered has been manufactured within 6 mo. of the delivery date. Ensure that the minimum hub diameter of the reel is at least 30 times the diameter of the cable Provide the cable in one continuous length per reel with no factory splices in the fiber Provide a copy of the transmission loss test results as required by the TIA/EIA-455-61 standard, as well as results from factory tests performed prior to shipping 4 2 Installation in Conduit. Install fiber optic cable in conduits in a method that does not alter the optical properties of the cable If required, relocate existing cable to allow new fiber optic cable routing in conduits When pulling the cable, do not exceed the installation bending radius Use rollers, wheels, or guides that have radii greater than the bending radius Use a lubricating compound to minimize friction Use fuse links and breaks to ensure that the cable tensile strength is not exceeded Measure the pulling tension with a mechanical device and mechanism to ensure the maximum allowable pulling tension of 600 lbf is not exceeded at any time during installation. Provide a single 1/C#14 XI-IHW insulated tracer wire in conduit runs where fiber optic cable is installed Provide cable that is UL listed solid copper wire with orange color low density polyethylene insulation suitable for conduit installation and with a voltage rating of 600V When more than one fiber optic cable is installed through a conduit run, only one tracer wire is required. Fuse or join tracer wires used in backbone, arterial, and drop runs, so that you have one continuous tracer wire Terminate tracer wire at fiber optic test markers or equipment cabinets as identified in the plans for access to conduct a continuity test Tracer wire will be paid for under Item 620, "Electrical Conductors " Provide flat pull cord with a minimum tensile strength of 1,250 lb in each conduit containing fiber optic cable. A traceable pull cord, with a metallic conducting material integral to the pull cord, may be substituted for a 1/C#14 tracer wire only with approval from the Department Seal conduit ends with a 2-part urethane after installation of fiber optic cable 4 3 Cable Installation between Pull Boxes and Cabinets or Buildings Do not break or splice a second fiber optic cable to complete a run when pulling the cable from the nearest ground box to a cabinet or building. Pull sufficient length of cable in the ground box to reach the designated cabinet or building Pull the cable through the cabinet to coil, splice, or terminate the cable in the cabinet or building. Do not bend the cable beyond its minimum bend radius of 20 times the diameter Coil and tie cable inside cabinet, building, or boxes for future splicing or termination as shown in the plans Cut off and remove the first 10 ft of pulled or blown fiber stored This work is incidental to this Item Coat the open end of the coiled cable with protective coating and provide a dust cap 4 4 Aerial Installation Use pole attachment hardware and roller guides with safety clips to install aerial run cable Maintain maximum allowable pulling tension of 600 lb. ft. during the pulling process for aerial run cable by using a mechanical device Do not allow cable Technical Specification Supplemental 631 to contact the ground or other obstructions between poles during installation Do not use a motorized vehicle to generate cable pulling forces Use a cable suspension clamp when attaching cable tangent to a pole. Select and place cable blocks and corner blocks so as not to exceed the cable's minimum bending radius Do not pull cable across cable hangers Store 100 ft of fiber- optic cable slack, for future use, on all cable runs that are continuous without splices or where specified on the plans Store spare fiber optic cable on fiber-optic cable storage racks of the type compatible with the aerial cable furnished Locate spare cable storage in the middle of spans between termination points Do not store spare fiber-optic cable over roadways, driveways or railroads. Install standard cable on timber poles by lashing to steel messenger cable. Provide steel messenger cable in accordance with Item 625, "Zinc Coated Steel Wire Strand " Install all-dielectric self-supporting cable (ADSS)cable on timber poles using clinching clamp with cable hanger Install aerial run cable in accordance with these specifications and as shown on the plans Locate aerial fiber in accordance with the NESC, Section 23, with respect to vertical clearances over the ground, between conductors carried on different supporting structures, and required separation distance of the cable from bridges, buildings, and other structures 4 5 Blowing Fiber Installation Use either the high-air speed blowing (HASB)method or the piston method When using the HASB method, ensure that the volume of air passing through the conduit does not exceed 600 cu ft per min or the conduit manufacturer's recommended air volume, whichever is more restrictive When using the piston method, ensure that the volume of air passing through the conduit does not exceed 300 cu. ft. per min. or the conduit manufacturer's recommended air volume, whichever is more restrictive 4 6 Slack Cable Pull and store excess cable slack inside ITS ground boxes as shown on the plans The following are minimum required lengths of slack cable, unless otherwise directed • ground boxes (No Splice)-25 ft , • ground boxes (With Splice)- 100 ft , • future splice point- 100 ft , and • cabinets-25 ft Note that the slack is to be equally distributed on either side of the splice enclosure and secured to cable storage racks within the ground boxes Provide proper storage of slack cable, both long term and short term Neatly bind cables to be spliced together from conduit to splice enclosure with tape Do not over bind by pinching cable or fiber Ground and bond the armor when installing armored fiber optic cable Meet NEC and NESC requirements for grounding and bonding when using armored cable 4 7 Removal, Relocation and Reinstallation of Fiber Optic Cable. Remove fiber optic cable from conduit as shown on plans Use care in removing existing fiber optic cables so as not to damage them Provide cable removal and reinstallation procedures that meet the minimum bending radius and tensile loading requirements during removal and reinstallation so that optical and mechanical characteristics of the existing cables are not degraded. Use entry guide chutes to guide the cable out of and in to existing or proposed conduit, utilizing lubricating compound where possible to minimize cable-to-conduit friction Use corner rollers (wheels)with a radius not less than the minimum installation Technical Specification Supplemental 632 bending radius of cable Dispose of removed fiber optic cable unless plans show for it to be re-used (relocated/re-installed)or salvaged and delivered to the Department See plans for details Test each optical fiber in the cable for performance and for loss at existing terminations or splices prior to cutting and removal Retest following removal and following re-installation to ensure the removal and reinstallation has not affected the optical properties of the cable Any fiber optic cable damaged by the contractor that is to be re-used shall be replaced by the contractor at no cost to the Department with new fiber optic cable meeting the approval of the Engineer The Engineer reserves the right to reject the fiber based on the test results Maintain the integrity of existing cables, conduit,junction boxes and ground boxes contiguous to the section of cables to be removed. Replace or repair any cables, conduit,junction boxes or ground boxes damaged during work at the Contractor's expense The replacement or repair method must be approved by the Engineer, prior to implementation 4 8 Splicing Requirements. Fusion splice fibers as shown on the plans, in accordance with TIA/EIA-568 and TIA/EIA-758 Use fusion splicing equipment recommended by the cable manufacturer Clean, calibrate, and adjust the fusion splicing equipment at the start of each shift Use splice enclosures, organizers, cable end preparation tools, and procedures compatible with the cable furnished Employ local injection and detection techniques and auto fusion time control power monitoring to ensure proper alignment during fusion splicing When approaching end of shift or end of day, complete all splicing at the location Package each spliced fiber in a protective sleeve or housing. Re-coat bare fiber with a protective 8 RTV, gel or similar substance, prior to application of the sleeve or housing Perform splices with losses no greater than 0 10 dB Use an Optical Time Domain Reflectometer(OTDR)to test splices in accordance with Section 4.13.1.1. Record splice losses on a tabular form and submit for approval 4.9. Termination Requirements. Provide matching connectors with 900 micron buffer fiber pigtails of sufficient length and splice the corresponding optical fibers in cabinets where the optical fibers are to be connected to terminal equipment Buffer, strengthen, and protect pre-terminated fiber assemblies (pigtails)with dielectric aramid yarn and outer PVC jacket to reduce mishandling that can damage the fiber or connection Pigtails must be duplex stranding with a yellow PVC outer jacket. Fiber optic pigtails must be factory terminated with SC connectors, unless otherwise shown on the plans When providing pigtails for existing equipment, provide connectors suitable to be connected to patch panels and fiber optic transmission equipment in use Connectors must meet the TIA/EIA-568 and TIA/EIA-758 standards and be tested in accordance to the Telcordia/Bellcore GR-326-CORE standard When tested according to TIA/EIA-455-171 (FOTP-171), ensure that the connectors test to an average insertion loss of less than or equal to 0 4 dB and a maximum loss of less than or equal to 0 75 dB for any mated connector Maintain this loss characteristic for a minimum of 500 disconnections and reconnections with periodic cleanings per EIA-455-21A(FOTP-21) Qualify and accept connectors by the connector-to-connector mating using similar fibers Ensure that the connector operating range is -40°F to 167°F Provide connectors with a yellow color body or boot Test connections at the patch panel and splices made between cables to pigtails with the OTDR to verify acceptable losses Technical Specification Supplemental 633 Remove 5 ft. of unused optical fibers at the ends of the system from the buffer tube(s) and place coiled fibers into a splice tray Clean the water blocking compound from all optical fibers destined for splice tray usage Install cable tags at all splice points identifying key features of each cable such as cable name or origin and destination and fiber count Ensure tags are self-laminating or water resistant Print the information onto the tags electronically or write neatly using a permanent marker Locate tags just prior to entrance into splice enclosure 4 10 Mechanical Components. Provide stainless steel external screws, nuts and locking washers. Do not use self-tapping screws unless approved Provide corrosion resistant material parts and materials resistant to fungus growth and moisture deterioration 4 11 Experience Requirements 4 11 1 Installing Fiber Optic Cable. The Contractor or designated subcontractor involved in the installation of the fiber optic cable must meet the experience requirements in accordance with the following • minimum of 3 yr of continuous existence offering services in the installation of fiber optic cable through an outdoor conduit system or aerial and terminating in ground boxes,field cabinets or enclosures or buildings, and • completed a minimum of 3 projects where the personnel pulled a minimum of 5 mi in length of fiber optic cable through an outdoor conduit system of aerial for each project The completed fiber optic cable systems must have been in continuous satisfactory operation for a minimum of 1 yr 4 11 2 Splicing and Testing of Fiber Optic Cable The Contractor or designated subcontractor involved in the splicing and testing of fiber optic cable must meet the experience requirements in accordance with the following. 4 11 2 1 Minimum Experience 3 yr continuous existence offering services in the fields of fusion splicing and testing of fiber optic cable installed through a conduit system and terminating in ground boxes,field cabinets or enclosures or buildings Experience must include all of the following • termination of a minimum of 48 fibers within a fiber distribution frame, • OTDR testing and measurement of end to end attenuation of single mode and multimode fibers, • system troubleshooting and maintenance, • training of personnel in system maintenance, • use of water-tight splice enclosures, and • fusion splicing of fiber optic cable which meet the tolerable decibel (dB) losses within the range of 0 05 dB—0 10 dB for single mode 4 11 2 2 Completed Projects. A minimum of 3 completed projects where the personnel performed fiber optic cable splicing and terminations, system testing, system troubleshooting and maintenance during the course of the project and provided training on system maintenance. Each project must have consisted of a minimum 5 mi. of fiber optic cable installed, measured by project length not linear feet of fiber installed The completed fiber optic cable systems must have been in continuous satisfactory operation for a minimum of 1 yr 412 Documentation Requirements. Provide a minimum of 2 complete sets of fiber optic equipment submittal literature documenting compliance with the requirements of this Item including operation and maintenance manuals in hard copy format, bound, as well Technical Specification Supplemental 634 as an electronic version in Adobe PDF format on a CD/DVD or removable flash drive that includes the following • fiber optic cable literature consisting of manufacturer specification and cut sheets, • fiber optic equipment literature consisting of manufacturer specification and cut sheets for splice enclosures, patch panels, splice trays,jumpers, cable storage devices, and fiber optic labeling devices, • complete factory performance data documenting conformance with the performance and testing standards referenced in this Item, including pre- installation test results of the cable system, • installation, splicing, terminating and testing plan and procedures, • documentation of final terminated or spliced fibers, function, and equipment designation, • OTDR calibration certificate, • post-installation, post termination, subsystem, and final end-to-end test results, • loss budget calculation and documentation, • complete parts list including names of vendors, • complete maintenance and trouble-shooting procedures,and • proof of minimum experience and completed projects 4 12 1 Installation Practice Submit for approval electronic copy of the Contractors Installation Practices 30 working days prior to installation Submit installation practices and procedures and a list of installation, splicing and test equipment used Provide detailed field quality control procedures and corrective action procedures 412 2 Manufacturer's Certification Accompany each reel of fiber optic cable with the manufacturer's test data showing the conformance to the requirements in this Item 4 12 3 Test Procedures. Submit test procedures and data forms for the pre-installation, post- installation, subsystem, final end to end test, and loss budget calculations for approval Test procedures will require approval before performing tests Submit 1 copy data forms containing data and quantitative results, as well as an authorized signature Submit a copy of the OTDR results as a hard copy or electronic copy in PDF format including all OTDR traces and clearly identifying each event (fusion splice,jumper, connector, etc.)with the measured loss identified 4 13 Testing. Perform tests in accordance with testing requirements in this Item, USDA RUS CFR 1755 900, and TIA/EIA-455-61 test specifications For all tests, provide test forms to be used that compare measured results with threshold values 4 13 1 Test Methods 4 13 1 1 Optical Time Domain Reflectometer(OTDR)Tests Use the OTDR to measure fiber optic cable for overall attenuation (signal loss dB/km),fiber cable length, and identify fiber optic cable anomalies such as breaks Perform the following 4 OTDR tests • pre-Installation test(Acceptance test), • post installation test, • post termination test, and • final end to end test OTDR Settings • generate a file name for each OTDR scan. The file name must indicate the location or direction the test was run from, as well as the fiber number being tested, Technical Specification Supplemental 635 • set the"A"cursor at the beginning of the fiber trace and set the"B" cursor at the end of the fiber trace The distance to cursor"B" indicates the length of the fiber cable segment being measured, • match the index of refraction to the index of the factory report, • set the loss indicator to dB/km for the acceptance test, • the reflectance is automatically set internally by the OTDR, • set the pulse width at a medium range. Change the pulse width to a slow pulse width when an anomaly occurs on the fiber trace so that it can be examined closely, • set the average at medium speed Change the average to slow when an anomaly appears on the fiber trace to allow for closer examination of the anomaly,and • set wavelength at 2 windows for single mode cable 1310 nm and 1550 nm Provide the current OTDR calibration certificate for the device used, showing the unit has been calibrated within the last year Show all settings on test result fiber scans 41312 Pre-installation Tests Test and record the fiber optic cable at the site storage area prior to installation Conduct bi-directional OTDR tests for each fiber strand Test each optical fiber in the cable from one end with an OTDR compatible with wavelength and fiber type Check testing for length, point discontinuity, and approximate attenuation Record each measurement by color, location, and type of fiber measured Perform a measurement from the opposite end of that fiber in case a measurement cannot be made from one end Wait for notification if loss per kilometer exceeds manufacturer's test data by more than 0 5 dB/km or point discontinuity greater than 0 05 dB Perform this test within 5 days from receipt of the fiber optic cable. Test overall attenuation (dB/km), total cable length, anomalies, and cable problems Test cable at both wavelengths (1310 nm and 1550 nm for single mode cable) Verify that the cable markings on the outer jacket are within 1% of the total cable length Compare factory test results with test results and return to manufacturer if test results are not identical to factory test results. If identical, document the test results Deliver documentation for future reference 41313 Post-installation Tests. Re-test and re-record each optical fiber in the cable after installation, before termination, for loss characteristics Test both directions of operations of the fiber Immediately perform the post installation test after the fiber optic cable has been installed. Test cable for overall attenuation, cable segment length, and evidence of damage or microbend with the OTDR Replace any cable segment that is damaged during the test and document test results. Submit test results for approval. Use the same OTDR settings for Post-Installation Tests as the Pre-Installation Tests 41314 Post Termination Tests Perform the post termination test after the cable is terminated or spliced, including termination of fiber cable to fiber cable or fiber cable to fiber pigtail and fiber cable to patch panels Check attenuation, fusion or termination point problems, and overall fiber cable segment Determine if the attenuation and quality of the termination complies with these Specifications, if not, re-terminate the fiber and re-test until the Specification requirements are met Test the fiber segment for attenuation and anomalies after termination acceptance. Document and submit test results after fiber segment acceptance Technical Specification Supplemental 636 41315 Subsystem Tests. Perform network subsystem tests after integration to the fiber optic network Test the capability of the fiber optic cable to transmit video and digital information from node to node A node is defined as a communication cabinet, hub cabinet, surveillance cabinet, or hub building where network hub switches are located Complete and submit approved data forms for approval Correct and substitute components in the subsystem if the subsystem tests fail and repeat the tests Components may include cable,jumper, patch panel module, or connector Prepare and submit a report if a component was modified as result of the subsystem test failure Describe in the report the failure and action taken to remedy the situation 4 13 1 6 Final End-to-End Test. Perform final end to end Test after fiber cable segments of the system are terminated using the OTDR and an optical Power Meter and Light Source(PMLS) Perform the Part 1 of the final end to end test using OTDR. • measure the overall fiber cable system length, • measure the overall system attenuation,and • check for anomalies Perform the Part 2 of the final end to end test using a PMLS. • measure the absolute power of the fiber optic signal across all links, and • check for anomalies. Document and submit results after test acceptance 4.13.2. Loss Budget Calculation and Documentation. Calculate the total loss budget of the system according to the following calculations and compare the actual loss in each segment of the system to the calculated budget Submit the results for each section of fiber optic cable in tabular format reporting if the total loss is within the limits of these Specifications by noting "pass"or`fail"for each segment of fiber A segment of fiber is defined as one that terminates at each end Use the following calculations to determine the loss budget for each segment • splice loss budget= number of splices x 0 1 dB/splice, • connector loss budget = number of connectors x 0 75 dB/connector, • length loss budget= length of fiber optic cable (measured by OTDR)x 0 35 dB/km for 1310 nm wavelength or 0 25 dB/km for 1550 nm wavelength,and • total Loss Budget = splice loss budget+ connector loss budget + length loss budget Provide loss budget calculation equations on test form to be submitted as part of the documentation requirements Provide threshold calculations described above along with measured results. 4 14 Training Conduct a BISCI or IMSA certified training class (minimum of 16 hr)for up to 10 representatives designated by the Department on procedures of installation, operations, testing, maintenance and repair of all equipment specified within this specification Submit to the Engineer for approval, 10 copies of the training material at least 30 days before the training begins Conduct training within the local area unless otherwise authorized by the Engineer Include the following training material. • NESC, NEC, and ANSI/TIA 590 code compliance, • fiber optic cable pulling and installation techniques, Technical Specification Supplemental 637 • use of installation tools, • splicing and terminating equipment and test instruments, • trouble shooting procedures, and • methods of recording installation and test data 4 15 Warranty Provide a warranty for all materials furnished in this Item Ensure that the fiber optic cable,the splice enclosures, splice centers, and cable markers have a minimum of a 2 yr. manufacturer's warranty and that 95%of that warranty remains at the date of final acceptance by the Engineer If the manufacturer's warranties for the components are for a longer period, those longer period warranties will apply Guarantee that the materials and equipment furnished and installed for this project performs according to the manufacturer's specifications Ensure that the manufacturer's warranties for off-the-shelf equipment consisting of splice enclosures, splice trays, connectors, fiber jumper cables, and fiber patch panels are fully transferable from the Contractor to the Department Ensure that these warranties require the manufacturer to furnish replacements for any off-the-shelf part or equipment found to be defective during the warranty period at no cost to the Department within 10 calendar days of notification by the Department Ensure that the manufacturer's warranty for fiber optic cable is fully transferable from the Contractor to the Department Ensure that the warranty requires the manufacturer to furnish replacement fiber optic cable found to be defective during the warranty period at no cost to the Department within 45 calendar days of notification by the Department 5. MEASUREMENT Fiber optic cable installed, relocated and removed will be measured by the linear foot Fiber optic splice enclosures, rack mounted splice enclosures and fiber optic patch panels will be measured by each unit installed Splicing of Fiber Optic Cables will be measured by each fusion splice performed 6. PAYMENT 61 Furnish and Install. 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 "Fiber Optic Cable"of the various types, and number of fibers specified This price is full compensation for furnishing and installing all cable; for pulling through conduit or duct; aerial installation, terminating, testing, and for materials, equipment, labor, tools, documentation, warranty, training 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"Fiber Optic Splice Enclosure" of the various types and "Rack Mounted Splice Enclosure"This price is full compensation for furnishing and installing all enclosures whether aerial, underground, in cabinet or in building, and for materials, equipment, labor, tools, documentation, warranty, training 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"Fiber Optic Fusion Splice"for each fusion splice shown on the plans and performed This price is full compensation for splicing, testing, and for materials, equipment, labor, tools, documentation, warranty, training and incidentals Technical Specification Supplemental 638 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 "Fiber Patch Panel"of the various types and sizes specified This price is full compensation for furnishing and installing all patch panels and terminating fibers on the panel as shown on the plans, and for materials, equipment, labor, tools, documentation, warranty, training and incidentals Conduit will be paid for under Item 618, "Conduit"and Special Specification 6016, "ITS Multi-Duct Conduit" Electrical conductors will be paid for under Item 620, "Electrical Conductors " 6 2 Install Only The work performed and materials furnished in accordance with this Item and measured as provided under"Measurement"will be paid for at the unit bid price for "Fiber Optic Cable (Install Only)"of the various types, and number of fibers specified This price is full compensation for installing fiber optic cable furnished by the Department, for pulling through conduit or duct, aerial installation, terminating, testing, and for materials, equipment, labor, tools, documentation, warranty, training and incidentals Conduit will be paid for under Item 618, "Conduit"and Special Specification 6016, "ITS Multi-Duct Conduit" Electrical conductors will be paid for under Item 620, "Electrical Conductors" 6.3. Relocate.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 "Relocate Fiber Optic Cable"This price is full compensation for relocating all cable, regardless of cable size, for pulling through conduit or duct, aerial installation, terminating, testing, and for materials, equipment, labor, tools, documentation, and incidentals 6 4 Remove 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 "Remove Fiber Optic Cable" This price is full compensation for removing all cable for salvage, regardless of cable size, testing, returning to the Department, and for materials, equipment, labor, tools, documentation, and incidentals Technical Specification Supplemental 639 CITY OF PEARLAND TECHNICAL SPECIFICATIONS DIVISION 3 TECHNICAL SPECIFICATIONS DIVISION 3 CONCRETE 07/2006 641 CITY OF PEARLAND CAST-IN-PLACE CONCRETE Section 03300 CAST-IN-PLACE CONCRETE 1.0 GENERAL 1.01 SECTION INCLUDES A Cast-in-place concrete building frame members,floors,shear walls,foundation walls, and supported slabs, vaults, manholes and wet wells. B Cast-in-place concrete work for utility construction or rehabilitation,such as slabs on grade,small vaults,site-cast bases for precast units,cast-in-place manholes,including headwalls and miscellaneous small structures. C Floors and slabs on grade D Concrete seal slabs E Control, and expansion and contraction Joint devices associated with concrete work, including Joint sealants. F Design, construction, erection, and removal of structural concrete formwork G Equipment pads, light pole base,thrust blocks. H References to Technical Specifications 1 Section 01200 -Measurement and Payment 2 Section 01350 - Submittals 3. Section 01310 - Coordination and Meetings 4 Section 03600- Structural Grout 5 Section 03310- Structural Concrete 6 Section 03100—Concrete Formwork 7 Section 01440—Inspection Services 8 Section 01460—Testing Laboratory Services I Reference Standards. 1 American Concrete Institute(ACI) 2 Amencan Society for Testing and Matenals (ASTM) 3 Concrete Reinforcing Steel Institute(CRSI) 4 American Welding Society(AWS) 5 Wire Reinforcement Institute (WRI) 6 Encyclopedia of Industrial Chemical Analysis 5/2013 03300- 1 of 38 642 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 1.02 UNIT PRICES A Measurement for cast-in-place concrete is on lump-sum basis for each aforementioned item as bid. Payment includes related work performed on these items in accordance with related sections of these Technical Specifications B Measurement for extra cast-in-place concrete is on cubic-yard basis Payment includes related work performed in accordance with related sections. C Refer to Section 01200 -Measurement and Payment for unit price procedures 1.03 DEFINITIONS A. Hot Weather. Any combination of high air temperature, low relative humidity and wind velocity tending to impair quality of fresh or hardened concrete or otherwise resulting in abnormal properties Hot weather concreting shall be in accordance with ACI- 305R. B Cold Weather. Penod when,for more than 2 successive days,mean daily temperature is below 40 degrees F Cold weather concreting shall be in accordance with ACI - 306R. 1.04 SUBMITTALS A Submittals shall conform to the requirements of Section 01350—Submittals B Shop Drawings. 1 Submit Shop Drawings detailing reinforcement fabrication, bar replacement location, splices, spacing, bar designation, bar type, length, size, bending, number of bars, bar support type, and other pertinent information, including dimensions Provide sufficient detail for placement of reinforcement without use of Plans Information shall correspond directly to data listed on bill of matenals. 2 Use of reproductions of Plans by Contractor,Subcontractor,erector,fabricator or material supplier in preparation of Shop Drawings(or in lieu of preparation of Shop Drawings) signifies acceptance by that party of information shown thereon as correct,and acceptance of obligation to pay for any job expense,real or implied,arising due to errors that may occur thereon. Remove references to Design Engineer, including seals, when reproductions of Plans are used as Shop Drawings 3 Detail Shop Drawings in accordance with ACI 315, Figure 6 5/2013 03300-2 of 38 643 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 4 Submit Shop Drawings showing location of proposed additional construction Joints,and obtain approval of the Engineer,pnor to submitting reinforcing steel Shop Drawings. C Bill of Materials. Submit with Shop Drawings. D. Product Data 1 Mechanical Bar Splices. Submit manufacturer's technical literature,including specifications and installation instructions. 2 Epoxy grout proposed for anchoring reinforcing dowels to hardened concrete Submit manufacturer's technical literature including recommended installation procedures 3 Provide data on joint devices, attachment accessories and admixtures E Certificates. 1. Submit steel manufacturer's certificates of mill tests giving properties of steel proposed for use. List of manufacturer's test number,heat number, chemical analysis, yield point, tensile strength, and percentage of elongation Identify proposed location of steel in work 2 Foreign-manufactured reinforcing bars shall be tested for conformance to ASTM requirements by a certified independent testing laboratory located in United States Certification from any other source is not acceptable. Submit test reports for review Do not begin fabncation of reinforcement until matenal has been approved. 1.05 PROJECT RECORD DOCUMENTS A Submit under provisions of Section 01350-Submittals B Accurately record actual locations of embedded utilities and components which are concealed from view 1 06 QUALITY ASSURANCE A Perform Work in accordance with ACI 301-99•Specifications for Structural Concrete- IP B Acquire cement and aggregate from same source for all work. C Conform appropriately to ACI 305R-99 Hot Weather Concreting or ACI 306R 1- 90.Standard Specification for Cold Weather Concreting 5/2013 03300-3 of 38 644 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 1.07 COORDINATION A. Coordinate Work under provisions of Section 01310—Coordination and Meetings B Coordinate the placement of Joint devices with erection of concrete formwork and placement of form accessories 2.0 PRODUCTS 2 01 CONCRETE MATERIALS A. Cement. ASTM - C150, Type I - Normal Portland Type II - Moderate Sulphate resistance Portland type B Fine and Coarse Aggregates ASTM- C33 C Use coarse limestone aggregate and crushed limestone for fine aggregate The product of concrete alkalinity(A,as equivalent calcium carbonate)times the thickness of cover over the reinforcing steel(Z, in inches) shall not be less than 0 54, i e concrete shall have an AZ factor greater than or equal to 0.54 Provide a minimum concrete cover of 2" over reinforcing steel on the inside of the structures D Water Clean and not detrimental to concrete 2.02 ADMIXTURES A Air Entrainment ASTM- C260 B Chemical ASTM - C494, Type A-Water Reducing Type D-Water Reducing and Retarding Type E-Water Reducing and Accelerating admixture 2.03 ACCESSORIES A Bonding Agent Two component modified epoxy resin. B Vapor Barrier. 6 mil clear polyethylene film type recommended for below grade application C Non-Shrink Grout Premixed compound consisting of non-metallic aggregate,cement, water reducing and plasticizing agents,capable of developing minimum compressive strength of 2,400 psi in 48 hours and 7,000 psi in 28 days 2.04 JOINT DEVICES AND FILLER MATERIALS A Joint Filler Type C. ASTM - D1752; Premolded sponge rubber, fully compressible with recovery rate of minimum 95 percent 5/2013 03300-4 of 38 645 CITY OF PEARLAND CAST-IN-PLACE CONCRETE B Sealant. ASTM- D1190, synthetic rubber 2.05 CONCRETE MIX A Mix and deliver concrete in accordance with ASTM - C94, Alternative No 3 A minimum of 5 75 bags of cement per cubic yard of concrete shall be used For Concrete in Contact with sewage use Portland Type II, ASTM-C 150, Cement B Provide concrete to the following cntena. 1 Compressive Strength 7 days• 2400 psi 2. Compressive Strength 28 days 4000 psi 3 Slump 3 to 4 inches for concrete cast against earth in slabs and footings and where used as a topping 5 to 6 inches for concrete in supported slabs,beams, columns and walls 4 Maximum Water/Cement Ratio. 0 50 C Use accelerating admixtures in cold weather only when approved by Engineer Use of admixtures will not relax cold weather placement requirements D Use set retarding admixtures during hot weather only when approved by Engineer E Add air entraining agent to normal weight concrete mix for work exposed to temperature lower than 40 degrees F. Air content shall be 3 percent maximum for concrete with trowel finished surfaces and 3-5 percent for other concrete. 2.06 FORM MATERIAL A Smooth Forms. New plywood, metal, plastic, tempered concrete-form hardboard, dressed lumber faced with plywood or lining, or metal-framed plywood-faced panel material,to provide continuous,straight,smooth surfaces Form material shall be free of raised gram, torn surfaces, worn edges, patches, dents or other defects Furnish matenal in largest practical sizes to minimize number of joints and,when indicated on Plans,conform to joint system indicated Form material shall have sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection. B Rough Forms Plywood, metal, dressed or undressed lumber free of knots, splits or other defects, or other matenal acceptable to the Engineer of sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection C Plywood Conform to PS 1, Class 1 D Lumber Conform to PS 20 5/2013 03300-5 of 38 646 CITY OF PEARLAND CAST-IN-PLACE CONCRETE E. Edge Forms and Intermediate Screed Strips Type and strength compatible with the screed equipment and methods used F. Plastic Forms One-piece forms for domes,beams and pan joists Single lengths for columns not exceeding height of 7'-6" For columns over 7'-6",use 7'-6"sections and filler sections as needed To facilitate removal of pan joist forms, taper sides 1 inch per foot G. Metal Pan Joist Forms. Removable type, fabricated of minimum 14-gage steel; one piece between end closures Adjustable forms not allowed Taper sides 1 inch per foot to facilitate removal H. Earth Cuts for Forms 1 Use earth cuts for forming unexposed sides of grade beams cast monolithically with slabs on grade. 2 Where sides of excavations are stable enough to prevent caving or sloughing, following surfaces may be cast against neat-cut excavations a. Sides of footings b Inside face of perimeter grade beams not monolithic with slab on grade When inside face is cast against earth, increase beam width indicated on Plans by 1 inch c Both faces of interior grade beams not monolithic with slab on grade When grade beam is cast against earth, increase beam width indicated on Plans by 2 inches Corrugated Fiberboard Carton Forms 1 Corrugated fiberboard carton forms, when called for, are intended to form a void space beneath pile-supported and pier-supported slabs and other structural elements as shown 2 Provide products of a reputable manufacturer regularly engaged in commercial production of double-faced corrugated fiberboard carton forms,constructed of waterproof paper and laminated with waterproof adhesive 3. Fiberboard forms Capable of supporting required dead load plus construction loads,and designed to lose their strength upon prolonged contact with moisture and soil bacteria. 4 Seal cuts and ends of each form section by dipping in waterproof wax,unless liners and flutes are completely impregnated with waterproofing 5/2013 03300-6 of 38 647 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 5 Size forms as indicated on Plans Assemble as recommended by manufacturer, either with steel banding at 4'-0" maximum on centers, or, where liners and flutes are impregnated with waterproofing, with adequate stapling J Circular Forms 1 Form round-section members with paper or fiber tubes, constructed of laminated plies using water-resistant adhesive with wax-impregnated extenor for weather and moisture protection Provide units with sufficient wall thickness to resist loads imposed by wet concrete without deformation. Provide manufacturer's seamless units to minimize spiral gaps and seams 2 Fiberglass or steel forms may be used for round-section members K. Shores. Wood or adjustable metal,with bearing plates,with double wedges at lower end L Form Ties 1 Use commercially-manufactured ties, hangers and other accessones for embedding in concrete Do not use wire not commercially fabricated for use as a form accessory 2. Fabncate ties so ends or end fasteners can be removed without causing spoiling of concrete faces Depth from formed concrete face to the embedded portion At least 1 inch, or twice the minimum dimension of tie,whichever is greater 3 Provide waterstop feature for form ties used on liquid-containing structures and on concrete walls which will have earth backfill on one side 4 Removable ties. Taper ties may be used when approved by the Engineer In the hole left by the removal of the taper tie, insert a preformed neoprene or polyurethane plug sized to seat at the center of the wall M Form Coating Commercial formulation of form oil or form-release agent having proven satisfactory performance Coating shall not bond with, stain or otherwise adversely affect concrete surfaces, or impair their subsequent treatment, including application of bonding agents, curing compounds, paint, protective liners and membrane waterproofing. N Coating for Plastic Forms Alkali-resistant gel-coat O Chamfer Strips Unless otherwise indicated on Plans,provide 3/4 inch chamfer stnps in corners\of forms to produce beveled edges where required by this Section, 3 0 "Execution" P Form Gaskets. Polyethylene rod, closed cell, 1-inch diameter 5/2013 03300-7 of 38 648 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 2.07 DESIGN OF FORMWORK A Conform to ACI 117, ACI 347 and building codes, unless more restrictive requirements are specified or shown on Plans Contractor shall design and engineer concrete formwork, including shoring and bracing Design formwork for applicable gravity loads,lateral pressure,wind loads and allowable stresses. Camber formwork to compensate for anticipated deflection during placement of concrete required to maintain specified tolerances Design formwork to be readily removed without impact, shock or damage to concrete surfaces and adjacent materials B Slip Forming Permitted on written approval of the Engineer. Contractor shall demonstrate suitability of method proposed 2 08 REINFORCING MATERIAL A. Reinforcing Bars Deformed bars conforming to ASTM-A615,grade as indicated on Plans, except column spirals and those shown on Plans to be smooth bars Where grade is not shown on Plans,use Grade 60 B Smooth Bars Where indicated on Plans, use smooth bars conforming to ASTM - A36, ASTM-A615, Grade 60, or ASTM-A675, Grade 70 C Column Spirals• Bars conforming to ASTM-A615,Grade 60,or wire conforming to ASTM -A82 D Epoxy-Coated Deformed Bars,Column Spirals and Smooth Bars Conform to ASTM -A775/A775M E. Welded Wire Fabnc. 1 Welded Smooth Wire Fabric. Conform to ASTM-A185 2 Welded Deformed Wire Fabric Conform to ASTM -A497 3 Provide wire size, type and spacing as shown Where type is not shown on Plans, use welded smooth wire fabric 4 Furnish welded wire fabnc in flat sheets only F Tie Wire 16-1/2 gage or heavier annealed steel wire Use plastic-coated tie wire with epoxy-coated reinforcing steel G. Bar Supports. Provide chairs Use bar supports and accessories of sizes required to provide required concrete cover Where concrete surfaces are exposed to weather, water or wastewater,provide plastic accessories only,do not use galvanized or plastic- tipped metal in such locations Provide metal bar supports and accessories rated Class 1 or 2 conforming to CRSI Manual of Standard Practice Use epoxy-coated bar supports with epoxy-coated reinforcing bars 5/2013 03300-8 of 38 649 CITY OF PEARLAND CAST-IN-PLACE CONCRETE H Slabs on Grade.. Provide chairs with sheet metal bases or provide precast concrete bar supports 3 inches wide, 6 inches long, and thick enough to allow required cover Embed tie wires in 3-inch by 6-inch side Mechanical Bar Splices 1 Conform to ACI 318-05 Building Code Requirements for Structural Concrete and Commentary, use where indicated on Plans a Compression splices shall develop ultimate stress of reinforcing bar b Tension splices shall develop 125 percent of minimum yield point stress of reinforcing bar. 2 Regardless of chemical composition of steel,any heat effect shall not adversely affect performance of reinforcing bar J Welded Splices. 1 Provide welded splices where shown and where approved by the Engineer Welded splices of reinforcing steel shall develop a tensile strength exceeding 125 percent of the yield strength of the reinforcing bars connected 2 Provide materials for welded splices conforming to AWS D1 4— Structural Welding Code-Reinforcing Steel K Epoxy Grout. High-strength rigid epoxy adhesive,conforming to ASTM-C881,Type IV, manufactured for purpose of anchoring dowels into hardened concrete and the moisture condition, application temperature and orientation of the hole to be filled Unless otherwise shown,depth of embedment shall be as required to develop the full tensile strength(125 percent of yield strength)of dowel,but not less than 12 diameters 2.09 FABRICATION OF REINFORCING A Bending Fabricate bars to shapes indicated on Plans by cold bending Bends shall conform to minimum bend diameters specified in ACI 318-05•Building Code Requirements for Structural Concrete and Commentary Do not straighten or rebend bars Fabricate epoxy-coated reinforcing steel to required shapes in a manner that will not damage epoxy coating. Repair any epoxy coating with patching material conforming to Item 4 4 of ASTM-A775/A775M B. Splices 1 Locate splices as indicated on Plans Do not locate splices at other locations without approval of the Engineer Use minimum number of splices located at points of minimum stress Stagger splices in adjacent bars 2 Length of lap splices. As shown on Plans 5/2013 03300-9 of 38 650 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 3 Prepare ends of bars at mechanical splices in accordance with splice manufacturer's requirements C Construction Joints Unless otherwise shown, continue reinforcing through construction joints D Bar Fabncation Tolerances Conform to tolerances listed in ACI 315,Figures 4 and 5 E Standard Hooks Conform to the requirements of ACI 318-05 Building Code Requirements for Structural Concrete and Commentary F Marking.Clearly mark bars with waterproof tags showing number of bars,size,mark, length, and yield strength Mark steel with same designation as member in which it occurs 2.10 FINISHING MATERIALS A Sealer/Dustproofer (VOC Compliant). Water-based acrylic sealer, non-yellowing under ultraviolet light after 200-hour test in accordance with ASTM - D4587 Conform to local, state and federal solvent emission requirements. B Epoxy Floor Topping. Two-component epoxy resin meeting ASTM-C881 Type III, resistant to wear,staining and chemical attack,blended with granite,sand,trap rock or quartz aggregate, trowel-applied over concrete floor Topping thickness shall be 1/8 inch Color shall be gray C. Abrasive Aggregate for Nonslip Finish Fused aluminum oxide grit,or crushed emery aggregate containing not less than 40 percent aluminum oxide and not less than 25 percent ferric oxide Matenal shall be factory graded, packaged, rustproof and nonglazing, and unaffected by freezing, moisture and cleaning materials D Epoxy Penetrating Sealer Low-viscosity,two-component epoxy system designed to give maximum penetration into concrete surfaces Sealer shall completely seal concrete surfaces from penetration of water, oil and chemicals, prevent dusting and deterioration of concrete surfaces caused by heavy traffic,and be capable of adhenng to floor surfaces subject to hydrostatic pressure from below Color shall be transparent amber or gray Surface shall be non-slip E Latex Bonding Agent Non-redispersable latex base liquid conforming to ASTM - C 1059. When used in water and wastewater treatment structures,bonding agent shall be suitable for use under continuously submerged conditions Conformance and suitability certification by manufacturer is required F. Bonding Grout Prepare bonding grout by mixing approximately one part cement to one part fine sand meeting ASTM - C144 but with 100 percent passing No 30 mesh sieve Mix with water to consistency of thick cream At Contractor's option, a commercially-prepared bonding agent used in accordance with manufacturer's 5/2013 03300- 10 of 38 651 CITY OF PEARLAND CAST-IN-PLACE CONCRETE recommendations and instructions may be used When used in water and wastewater treatment structures, bonding agent shall be suitable for use under continuously submerged conditions Conformance and suitability certification by manufacturer is required Submit manufacturer's technical information on proposed bonding agent G Patching Mortar 1 Make patching mortar of same matenals and of approximately same proportions as concrete, except omit coarse aggregate. Substitute white Portland cement for part of gray Portland cement on exposed concrete in order to match color of surrounding concrete Determine color by making tnal patch Use minimum amount of mixing water required for handling and placing Mix patching mortar in advance and allow to stand Mix frequently with trowel until it has reached stiffest consistency that will permit placing. Do not add water 2 Proprietary compounds for adhesion or specially formulated cementitious repair mortars may be used in lieu of or in addition to foregoing patching matenals provided that properties of bond and compressive strength meet or exceed the foregoing and color of surrounding concrete can be matched where required Use such compounds according to manufacturer's recommendations When used in water and wastewater treatment structures, material shall be suitable for use under continuously submerged conditions Conformance and suitability certification by manufacturer is required H Epoxy Adhesive Two-component, 100 percent solids, 100 percent reactive compound developing 100 percent of strength of concrete, suitable for use on dry or damp surfaces Epoxy used to inject cracks and as a binder in epoxy mortar shall meet ASTM-C881,Type VI Epoxy used as a bonding agent for fresh concrete shall meet ASTM - C881, Type V Non-shrink Grout. See Section 03600- Structural Grout J Spray-Applied Coating. Acceptable products are Thoro System Products"Thoroseal Plaster Mix" or approved equal. Color. Gray. K Concrete Topping Class H concrete with 3/8-inch maximum coarse aggregate size,as specified in this Section L Concrete Fill Class H concrete with 3/8-inch maximum coarse aggregate size,(Class C where fill thickness exceeds 3 inches throughout a placement), as specified in Section 03310 - Structural Concrete M Evaporation Retardant Confilm, manufactured by Master Builders, Eucobar, manufactured by Euclid Chemical Company, or equal 5/2013 03300- 11 of 38 652 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 2.11 CONCRETE CURING MATERIALS A Membrane-forming Curing Compound Conform to ASTM - C309, Type 1D, and following requirements. 1 Minimum solids content. 30 percent 2 Compound shall not permanently discolor concrete When used for liquid- containing structures, curing compound shall be white-pigmented. 3 When used in areas that are to be coated, or that will receive topping or floor covering,material shall not reduce bond of coating,topping,or floor covering to concrete Cunng compound manufacturer's technical information shall state conditions under which compound will not prevent bond 4 Conform to local,state and federal solvent emission requirements Conform to local, state and federal solvent emission requirements 5 White pigmented concrete curing compound shall be sprayed on in one even coat with a hand or power sprayer as soon as the surface water disappears from concrete surface B Clear Cunng and Sealing Compound(VOC Compliant) Conform to ASTM-C309, Type 1,Class B,and the following requirements. 30 percent solids content minimum, non-yellowing under ultraviolet light after 500-hour test in accordance with ASTM- D4587 Sodium silicate compounds are not permitted Conform to local, state and federal solvent emission requirements C Sheet Material for Curing Concrete. ASTM-C 171, waterproof paper,polyethylene film or white burlap-polyethylene sheeting D Curing Mats(for use in Curing Method 2) Heavy shag rugs or carpets,or cotton mats quilted at 4 inches on center, 12 ounce per square yard minimum weight when dry E. Water for curing Clean and potable 3.0 EXECUTION 3.01 EXAMINATION A Venfy requirements for concrete cover over reinforcement B Venfy that anchors,seats,plates,reinforcement and other items to be cast into concrete are accurately placed, positioned securely, and will not cause hardship in placing concrete 5/2013 03300- 12 of 38 653 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 3.02 PREPARATION A Prepare previously placed concrete by cleaning with steel brush and applying bonding agent in accordance with manufacturer's instructions B In locations where new concrete is dowelled to existing work, drill holes in existing concrete, insert steel dowels and pack solid with non-shrink grout 3.03 PREPARATION OF SURFACES FOR CONCRETING A Earth Surfaces 1 Under interior slabs on grade,install vapor barrier Lap Joints at least 6 inches and seal watertight with tape,or sealant applied between overlapping edges and ends Repair vapor barrier damaged during placement of reinforcing and inserts with vapor barrier material,lap over damaged areas at least 6 inches and seal watertight. 2 Other Earth Surfaces Thoroughly wet by spnnkhng pnor to placing concrete, and keep moist by frequent sprinkling up to time of placing concrete thereon Remove standing water Surfaces shall be free from standing water,mud and debris at the time of placing concrete B Construction Joints 1 Definition Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been interrupted so that, in the judgment of the Engineer,new concrete cannot be incorporated integrally with that previously placed. 2 Interruptions. When placing of concrete is to be interrupted long enough for the concrete to take a set,use forms or other means to shape the working face to secure proper union with subsequent work Make construction joints only where acceptable to the Engineer 3 Preparation Give honzontal joint surfaces a compacted,roughened surface for good bond Except where the Plans call for Joint surfaces to be coated,clean Joint surfaces of laitance, loose or defective concrete and foreign matenal by hydroblastmg or sandblasting(exposing aggregate),roughen surface to expose aggregate to a depth of at least 1/4 inch and wash thoroughly Remove standing water from the construction joint surface before new concrete is placed 4. After surfaces have been prepared cover approximately honzontal construction Joints with a 3-inch lift of a grout mix consisting of Class A concrete batched without coarse aggregate; place and spread grout uniformly Place wall concrete on the grout mix immediately thereafter 5/2013 03300- 13 of 38 654 CITY OF PEARLAND CAST-IN-PLACE CONCRETE C Set and secure reinforcement, anchor bolts, sleeves, inserts and similar embedded items in the forms where indicated on Plans,Shop Drawings and as otherwise required Obtain the Engineer's acceptance before concrete is placed Accuracy of placement is the sole responsibility of the Contractor D Unless otherwise approved by Engineer,place no concrete until at least 4 hours after formwork,inserts,embedded items,reinforcement and surface preparation have been completed and accepted by the Engineer Clean surfaces of forms and embedded items that have become encrusted with grout or previously-placed concrete before placing adjacent concrete. E. Casting New Concrete Against Old• Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age),thoroughly clean and roughen the surface of the old concrete by hydro-blasting or sandblasting (exposing aggregate). Coat joint surface with epoxy bonding agent following manufacturer's written instructions,unless indicated otherwise Unless noted otherwise,this provision does not apply to vertical wall joints where waterstop is installed. F Protection from Water. Place no concrete in any structure until water entering the space to be filled with concrete has been properly cut off or diverted and carved out of the forms,clear of the work Deposit no concrete underwater Do not allow still water to rise on any concrete until concrete has attained its initial set. Do not allow water to flow over the surface of any concrete in a manner and at a velocity that will damage the surface finish of the concrete Pumping,dewatering and other necessary operations for removing ground water, if required, are subject to the Engineer's review G Corrosion Protection Position and support pipe, conduit, dowels and other ferrous items to be embedded in concrete construction prior to placement of concrete so there is at least a 2 inch clearance between them and any part of the concrete reinforcement Do not secure such items in position by wiring or welding them to the reinforcement H Where practicable, provide for openings for pipes, inserts for pipe hangers and brackets, and setting of anchors during placing of concrete I Accurately set anchor bolts and maintain in position with templates while they are being embedded in concrete J Cleaning. Immediately before concrete is placed,thoroughly clean dirt,grease,grout, mortar,loose scale,rust and other foreign substances from surfaces of metalwork to be in contact with concrete 3.04 FORMWORK INSTALLATION A Formwork Construction 1 Construct and maintain formwork so that it will maintain correct sizes of members,shape,alignment,elevation and position during concrete placement and until concrete has gained sufficient strength Provide for required 5/2013 03300- 14 of 38 655 CITY OF PEARLAND CAST-IN-PLACE CONCRETE openings, offsets, sinkages, keyways, recesses, moldings, anchorages, and inserts 2. Construct forms for easy removal without damage to concrete surfaces 3 Make formwork sufficiently tight to prevent leakage of cement paste during concrete placement Solidly butt joints and provide backup material at joints as required to prevent leakage and fins. Provide gaskets for wall forms to prevent concrete paste leakage at their base 4 Place chamfer strips in forms to bevel edges and corners permanently exposed to view,except top edges of walls,and slabs which are indicated on Plans to be tooled Do not bevel edges of formed joints and interior corners unless indicated on Plans Form beveled edges for vertical and horizontal corners of equipment bases Unless otherwise indicated on Plans,make bevels 3/4 inch wide 5 Provide temporary openings at bases of column and wall forms and other points as required for observation and cleaning immediately before concrete is placed 6 Where runways are required for moving equipment, support runways directly on the formwork or structural members Do not allow runways or supports to rest on reinforcing steel 7 Use smooth forms on formed concrete surfaces required to have smooth form finish or rubbed finish. 8 Rough forms may be used on formed concrete surfaces indicated to have rough form finish B Forms for Surfaces Requiring Smooth Form Finish 1 Drill forms to suit ties used and to prevent leakage of concrete mortar around tie holes Uniformly space form ties and align in horizontal and vertical rows Install taper ties, if used, with the large end on the wet face of the wall. 2 Provide sharp, clean corners at intersecting planes, without visible edges or offsets Back up joints with extra studs or gins to maintain true, square intersections. 3 Form molding shapes, recesses and projections with smooth-finish materials and install in forms with sealed Joints to prevent displacement. 4 Form exposed corners of beams and columns to produce square,smooth,solid, unbroken lines 5/2013 03300- 15 of 38 656 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 5 Provide extenor exposed edges with 3/4-inch chamfer or 3/4-inch radius 6 Arrange facing matenal in orderly and symmetrical fashion. Keep number of joints to practical minimum. Support facing matenal adequately to prevent deflection in excess of allowable tolerances 7 For flush surfaces exposed to view in completed structure,overlap previously- placed hardened concrete with form sheathing by approximately 1 inch Hold forms against hardened concrete to maintain true surfaces,preventing offsets or loss of mortar. C Forms for Surfaces Requiring Rubbed Finish. Provide forms as specified in this Section, 3 04B "Forms for Surfaces Requiring Smooth Form Finish" Use smooth plywood linings or forms, in as large sheets as practicable, and with smooth, even edges and close joints D Edge Forms and Screed Strips for Slabs Set edge forms or bulkheads and intermediate screed strips for slabs to obtain required elevations and contours in finished slab surface Provide and secure supports for types of screeds required E Circular Forms Set forms in one piece for full height of member. F Surfaces to Receive Membrane Waterproofing Coordinate surface finish, anchors, reglets, and similar requirements with membrane waterproofing applicator G Fireproofing Steel Member. Construct forms to provide not less than the concrete thickness necessary,measured from face of steel member,to provide the required fire rating Forms for concealed surfaces may be unlined H Tolerances. 1 Unless noted otherwise on Plans,construct formwork so concrete surfaces will conform to tolerance limits listed in Tables 03100A and 03100B at end of this Section 2. Establish sufficient control points and bench marks as references for tolerance checks. Maintain these references in undisturbed condition until final completion and acceptance of the Work. Adjustment of Formwork 1 Use wedges or jacks to provide positive adjustment of shores and struts After final inspection and before concrete placement,fasten in position wedges used for final adjustment of forms 2 Brace forms securely against lateral deflections Prepare to compensate for settling dunng concrete placement 5/2013 03300- 16 of 38 657 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 3. For wall openings,construct wood forms that facilitate necessary loosening to counteract swelling of forms J Corrugated Fiberboard Carton Forms 1 Place on smooth firm bed of suitable material to prevent vertical displacement, set tight to prevent honzontal displacement Exercise care to avoid buckling of foams. Install m accordance with manufacturer's directions and recommendations 2 Fit carton forms tightly around piles and piers, completely fill the space between subgrade and concrete placement with carton forms to form a void space 3. Protect carton forms from moisture and maintain in a dry condition until concrete is placed on them If they become wet before placement of concrete, allow them to dry and carefully inspect for strength before concrete is placed 4 Before concrete placement,replace damaged or deteriorated forms which are incapable of supporting concrete dead load plus construction live loads 3.05 PREPARATION OF FORM SURFACES A Clean surfaces of forms and embedded materials before placing concrete Remove accumulated mortar, grout,rust and other foreign matter B Coat forms for exposed or painted concrete surfaces with form oil or form-release agent before placing reinforcement Cover form surfaces with coating material in accordance with manufacturer's printed instructions Do not allow excess coating material to accumulate in forms or to contact hardened concrete against which fresh concrete will be placed Remove coating matenal from reinforcement before placing concrete C Forms for unexposed surfaces, other than retained-in-place metal forms, may be wet with water immediately before concrete placement in lieu of coating When possibility of freezing temperatures exists,however, the use of coating is mandatory. 3.06 INSTALLATION OF REINFORCEMENT A Placement Tolerances. Place reinforcement within tolerances of Table 03210A at the end of this Section Bend tie wire away from forms to maintain the specified concrete coverage B. Interferences Maintain 2-inch clearance from embedded items. Where reinforcing interferes with location of other reinforcing steel,conduit or embedded items,bars may be moved within specified tolerances or one bar diameter,whichever is greater Where 5/2013 03300- 17 of 38 658 CITY OF PEARLAND CAST-IN-PLACE CONCRETE greater movement of bars is required to avoid mterference,notify the Engineer Do not cut reinforcement to install inserts, conduit, mechanical openings or other items without approval of the Engineer C. Concrete Cover. Provide clear cover measured from reinforcement to face of concrete as listed in Table 03210B at the end of this Section, unless otherwise indicated on Plans D Placement in Forms. Use spacers,chairs,wire ties and other accessory items necessary to assemble,space,and support reinforcing properly. Provide accessones of sufficient number,size and strength to prevent deflection or displacement of reinforcement due to construction loads or concrete placement Use appropnate accessones to position and support bolts, anchors and other embedded items Tie reinforcing bars at each intersection,and to accessones Blocking reinforcement with concrete or masonry is prohibited. E Placement for Concrete on Ground Support bar and wire reinforcement on chairs with sheet metal bases or precast concrete blocks spaced at approximately 3 feet on centers each way Use minimum of one support for each 9 square feet Tie supports to reinforcing bars and wires F. Vertical Reinforcement in Columns Offset vertical bars by at least one bar diameter at splices Provide accurate templates for column dowels to ensure proper placement G Splices. 1. Do not splice bars, except at locations indicated on Plans or reviewed Shop Drawings, without approval of the Engineer 2. Lap Splices Unless otherwise shown or noted, Class B, conforming to ACI 318-89,Section 12 15 1 Tie securely with wire pnor to concrete placement,to prevent displacement of splices during concrete placement. 3 Mechanical Bar Splices. Use only where indicated on Plans or approved by the Engineer Install in accordance with manufacturer's instructions a Couplers located at a joint face shall be of a type which can be set either flush or recessed from the face as shown Seal couplers pnor to concrete placement to completely eliminate concrete or cement paste from entenng b Couplers intended for future connections Recess 1/2 inch minimum from concrete surface After concrete is placed,plug coupler and fill recess with sealant to prevent contact with water or other corrosive materials c Unless noted otherwise, match mechanical coupler spacing and capacity to that shown for the adjacent reinforcing 5/2013 03300- 18 of 38 659 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 4 Construction Joints Place reinforcing continuous through construction joints, unless noted otherwise. H Welded Wire Fabnc. Install wire fabric in as long lengths as practicable Unless otherwise indicated on Plans, lap adjoining pieces at least 6 inches or one full mesh plus 2 inches, whichever is larger Lace splices with wire Do not make end laps midway between supporting beams, or directly over beams of continuous structures Offset end laps in adjacent widths to prevent continuous laps Conform to WRI - Manual of Standard Practice for Welded Wire Fabnc. I Field Bending. Shape reinforcing bent during construction operations to conform to Plans Bars shall be cold-bent, do not heat bars Closely inspect reinforcing for breaks. When reinforcing is damaged, replace, Cadweld, or otherwise repair, as directed by the Engineer Do not bend reinforcement after it is embedded in concrete J Epoxy-coated Reinforcing Steel. Install in accordance this Section, 3.06J "Field Bending",and in a manner that will not damage epoxy coating. Repair damaged epoxy coating with patching matenal as specified in Paragraph 2 09 A- Bending K Field Cutting Cut reinforcing bars by shearing or sawing Do not cut bars with cutting torch. L Welding of reinforcing bars is prohibited, except where shown on Plans 3.07 GROUTING OF REINFORCING AND DOWEL BARS A Use epoxy grout for anchonng reinforcing and dowel steel to existing concrete in accordance with epoxy manufacturer's instructions Drill hole not more than 1/4 inch larger than steel bar diameter(including height of deformations for deformed bars)in existing concrete Just before installation of steel,blow hole clean of all debris using compressed air Partially fill hole with epoxy,using enough epoxy so when steel bar is inserted, epoxy grout will completely fill hole around bar Dip end of steel bar in epoxy and twist bar while inserting into partially-filled hole 5/2013 03300- 19 of 38 660 CITY OF PEARLAND CAST-IN-PLACE CONCRETE TABLE 03210A REINFORCEMENT PLACEMENT TOLERANCES Placement Tolerances (in inches) Clear Distance- To formed soffit -1/4 To other formed surfaces ±1/4 Minimum spacing between bars -1/4 Clear distance from unformed surface to top reinforcement- Members 8 inches deep or less ±1/4 Members more than 8 inches deep but less than 24 inches deep -1/4,+1/2 Members 24 inches deep or greater. -1/4,+1 Uniform spacing of bars +2 (but the required number of bars shall not reduced) Uniform spacing of stirrups and ties (but the required number of stirrups and ties shall not be reduced) Longitudinal locations of bends and ends of reinforcement- General• ±2 Discontinuous ends of members ±1/2 Length of bar laps -1 1/2 Embedded length- For bar sizes No 3 through 11 -1 For bar sizes No 14 and 18 -2 5/2013 03300-20 of 38 661 CITY OF PEARLAND CAST-IN-PLACE CONCRETE TABLE 03210B MINIMtM CONCRETE COVER FOR REINFORCEMENT Minimum Surface Cover (in inches) • Slabs and Joists- Top and bottom bars for dry conditions— No 14 and No 18 bars 1 1/2 No 11 bars and smaller 1 Formed concrete surfaces exposed to earth, water, or weather, over, or in contact with, sewage, and for bottoms bearing on work mat, or slabs supporting earth cover- No 5 bars and smaller 1 1/2 No 6 through No. 18 bars. 2 Beams and Columns - For dry conditions - Stirrups, spirals and ties I 1/2 Principal reinforcement 2 Exposed to earth,water, sewage or weather Stirrups and ties. 2 Principal reinforcement 2 1/2 Walls - For dry conditions - No 11 bars and smaller 1 No 14 and No 18 bars• 1 1/2 Formed concrete surfaces exposed to earth,water, sewage or weather, or in contact with ground- Circular tanks with nng tension 2 All others. 2 Footings and Base Slabs - At formed surfaces and bottoms beanng on concrete work mat. 2 At unformed surfaces and bottoms in contact with earth. 3 Over top of piles 2 Top of footings - - same as slabs 5/2013 03300-21 of 38 662 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 3.08 HANDLING, TRANSPORTING AND PLACING CONCRETE A Conform to applicable requirements of this Section and Chapter 8 of ACI 301- 99 Specifications for Structural Concrete—IP,Chapter 8. Use no aluminum matenals in conveying concrete. B Rejected Work• Remove concrete found to be defective or non-conforming in matenals or workmanship. Replace rejected concrete with concrete meeting requirements of Contract Documents, at no additional cost to the Owner C Unauthorized Placement Place no concrete except in the presence of the Engineer. Notify the Engineer in writing at least 24 hours before placement of concrete D. Placement in Wall Forms 1 Do not drop concrete through reinforcing steel 2 Do not place concrete in any form so as to leave an accumulation of mortar on form surfaces above the concrete 3 Pump concrete or use hoppers and, if necessary, vertical ducts of canvas, rubber or metal (other than aluminum) for placing concrete in forms so it reaches the place of final deposit without separation Free fall of concrete shall not exceed 4 feet below the ends of pump hoses, ducts, chutes or buggies Uniformly distnbute concrete during depositing 4 Do not displace concrete in forms more than 6 feet in horizontal direction from place where it was onginally deposited 5 Deposit in uniform horizontal layers not deeper than 2 feet;take care to avoid inclined layers or inclined construction joints except where required for sloping members 6 Place each layer while the previous layer is still soft 7 Provide sufficient illumination in form interior so concrete at places of deposit is visible from the deck or runway E Conveyors and Chutes. Design and arrange ends of chutes, hopper gates and other points of concrete discharge in the conveying,hoisting and placing system so concrete passing from them will not fall separated into whatever receptacle immediately receives it Conveyors, if used,shall be of a type acceptable to the Engineer Do not use chutes longer than 50 feet Slope chutes so concrete of specified consistency will readily flow If a conveyor is used,it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted All conveyors and chutes shall be covered 5/2013 03300-22 of 38 663 CITY OF PEARLAND CAST-IN-PLACE CONCRETE F. Placement of Slabs. In hot or windy weather, conducive to plastic shnnkage cracks, apply evaporation retardant to slab after screeding in accordance with manufacturer's instructions and recommendations Do not use evaporation retardant to mcrease water content of the surface cement paste Place concrete for sloping slabs uniformly from the bottom of the slab to the top, for the full width of the placement As work progresses,vibrate and carefully work concrete around slab reinforcement Screed the slab surface in an up-slope direction G When adverse weather conditions affect quality of concrete, postpone concrete placement Do not mix concrete when the air temperature is at or below 40 degrees F and falling Concrete may be mixed when temperature is 35 degrees F and rising. Take temperature readings in the shade, away from artificial heat. Protect concrete from temperatures below 32 degrees F until the concrete has cured for a minimum of 3 days at 70 degrees F or 5 days at 50 degrees F When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooling of aggregates and mixing water, using ice or placing at night, as necessary to maintain concrete temperature, as placed,below 90 degrees F 3.09 PUMPING OF CONCRETE A If pumped concrete does not produce satisfactory results, in the judgment of the Engineer, discontinue pumping operations and proceed with the placing of concrete using conventional methods B Pumping Equipment. Use a 2-cylinder pump designed to operate with only one cylinder if one is not functioning, or have a standby pump on site during pumping C The minimum hose (conduit) diameter Comply with ACI 304 2R-96 Placing Concrete by Pumping Methods D. Replace pumping equipment and hoses (conduits)that do not function properly. E Do not use aluminum conduits for conveying concrete F. Field Quality Control Take samples for slump, air content and test cylinders at the placement(discharge)end of the line 3.10 CONCRETE PLACEMENT SEQUENCE A Place concrete in a sequence acceptable to the Engineer To minimize effects of shrinkage, place concrete in units bounded by construction joints shown. Place alternate units so each unit placed has cured at least 7 days for hydraulic structures,or 3 days for other structures, before contiguous unit or units are placed, except do not 5/2013 03300-23 of 38 664 CITY OF PEARLAND CAST-IN-PLACE CONCRETE place corner sections of vertical walls until the 2 adjacent wall panels have cured at least 14 days for hydraulic structures and 7 days for other structures B. Level the concrete surface whenever a run of concrete is stopped To ensure straight and level joints on the exposed surface of walls, tack a wood strip at least 3/4-inch thick to the forms on these surfaces Carry concrete about 1/2 inch above the underside of the strip. About one hour after concrete is placed,remove the strip,level irregularities in the edge formed by the strip with a trowel and remove laitance 3.11 TAMPING AND VIBRATING A. Thoroughly settle and compact concrete throughout the entire depth of the layer being consolidated, into a dense, homogeneous mass, fill corners and angles, thoroughly embed reinforcement,eliminate rock pockets and bring only a slight excess of water to the exposed surface of concrete during placement Use ACI 309R-96 Guide for Consolidation of Concrete, Group 3, immersion-type high-speed power vibrators (8,000 to 12,000 rpm) in sufficient number and with sufficient(at least one) standby units Use Group 2 vibrators only when accepted by the Engineer for specific locations. Do not transport concrete by vibrating B Use care in placing concrete around waterstops. Carefully work concrete by rodding and vibrating to make sure air and rock pockets have been eliminated Where flat-strip type waterstops are placed horizontally, work concrete under waterstops by hand, making sure air and rock pockets have been eliminated. Give concrete surrounding the waterstops additional vibration beyond that used for adjacent concrete placement to assure complete embedment of waterstops in concrete C Concrete in Walls. Internally vibrate, ram, stir, or work with suitable appliances, tamping bars, shovels or forked tools until concrete completely fills forms or excavations and closes snugly against all surfaces Do not place subsequent layers of concrete until previously-placed layers have been so worked Provide vibrators in sufficient numbers,with standby units as required,to accomplish the results specified within 15 minutes after concrete of specified consistency is placed in the forms Keep vibrating heads from contact with form surfaces Take care not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents 3 12 PLACING MASS CONCRETE A Observe the following additional restrictions when placing mass concrete 1 Use specified superplasticizer. 2 Maximum temperature of concrete when deposited 70 degrees F 3. Place in lifts approximately 18 inches thick Extend vibrator heads into previously-placed layer 5/2013 03300-24 of 38 665 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 4 Refer to Section 03310 - Structural Concrete for Mass Concreting 3.13 CONCRETE FINISHING 3.14 FINISHING OF FORMED SURFACES A Unfinished Surfaces Finish is not required on surfaces concealed from view in completed structure by earth,ceilings or similar cover,unless indicated otherwise on Plans B Rough Form Finish. 1 No form facing matenal is required on rough form finish surfaces 2 Patch tie holes and defects Chip off fins exceeding 1/4 inch in height 3 Rough form finish may be used on concrete surfaces which will be concealed from view by earth in completed structure,except concealed surfaces required to have smooth form finish, as shown on Plans. C Smooth Form Finish. 1 Form facing shall produce smooth, hard, uniform texture on concrete. Use plywood linings or forms in as large sheets as practicable, and with smooth, even edges and close joints. 2 Patch tie holes and defects Rub fins and joint marks with wooden blocks to leave smooth, unmarred finished surface 3 Provide smooth form finish on the wet face of formed surfaces of water- holding structures, and of other formed surfaces not concealed from view by earth in completed structure,except where otherwise indicated on Plans Walls that will be exposed after future construction,at locations indicated on Plans, shall have smooth form finish Smooth form finish on exterior face of extenor walls shall extend below final top of ground elevation Extenor face of all perimeter grade beams shall have smooth form finish for full depth of grade beam D Rubbed Finish 1 Use plywood linings or forms in as large sheets as practicable, and with smooth, even edges and close joints 2 Remove forms as soon as practicable,repair defects,wet surfaces,and rub with No 16 carborundum stone or similar abrasive Continue rubbing sufficiently to bnng surface paste,remove form marks and fins,and produce smooth,dense 5/2013 03300-25 of 38 666 CITY OF PEARLAND CAST-IN-PLACE CONCRETE surface of uniform color and texture Do not use cement paste other than that drawn from concrete itself Spread paste uniformly over surface with brush. Allow paste to reset, then wash surface with clean water. 3 Use rubbed finish at locations indicated on Plans,except where rubbed finish is indicated for a wall which will be containing a liquid, use spray-applied coating. E Spray-applied Coating At Contractor's option,in lieu of rubbed finish,spray-applied coating may be applied after defects have been repaired and fins removed Remove form oil, curing compound and other foreign matter that would prevent bonding of coating Apply coating in uniform texture and color in accordance with coating manufacturer's instructions F Related Unformed Surfaces Tops of piers, walls, bent caps, and similar unformed surfaces occurring adjacent to formed surfaces shall be struck smooth after concrete is placed Float unformed surfaces to texture reasonably consistent with that of formed surfaces. Continue final treatment on formed surfaces uniformly across unformed surfaces 3.15 HOT WEATHER FINISHING A When hot weather conditions exist, as defined in the Section, 1 03A"Hot Weather", and as judged by the Engineer, apply evaporation retardant to the surfaces of slabs, topping and concrete fill placements immediately after each step in the finishing process has been completed 3.16 FINISHING SLABS AND SIMILAR FLAT SURFACES TO CLASS A, B AND C TOLERANCES A Apply Class A, B and C finishes at locations indicated on Plans Class B or better finish shall be applied if not shown otherwise by the Plans B Shaping to Contour Use strike-off templates or approved compacting-type screeds riding on screed strips or edge forms to bring concrete surface to proper contour See Section 03100 -Concrete Formwork for edge forms and screeds C Consolidation and Leveling. Concrete to be consolidated shall be as stiff as practicable Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade Consolidate and level slabs and floors with vibrating bridge screeds, roller pipe screeds or other approved means After consolidation and leveling, do not permit manipulation of surfaces prior to finishing operations D. Tolerances for Finished Surfaces. Check tolerances by placing straightedge of specified length anywhere on slab Gap between slab and straightedge shall not exceed tolerance listed for specified class 5/2013 03300-26 of 38 667 CITY OF PEARLAND CAST-IN-PLACE CONCRETE Straightedge Tolerance Class Length in Feet in Inches A 10 1/8 B 10 1/4 C 2 1/4 E. Raked Finish After concrete has been placed,struck off,consolidated and leveled to Class C tolerance,roughen surface before final set Roughen with stiff brushes or rakes to depth of approximately 1/4 inch Notify the Engineer pnor to placing concrete requinng initial raked surface finish so that acceptable raked finish standard may be established for project Protect raked,base-slab finish from contamination until time of topping. Provide raked finish for following. 1 Surfaces to receive bonded concrete topping or fill 2 Steep ramps, as noted on Plans 3. Additional locations as noted on Plans F. Float Finish. 1. After concrete has been placed, struck off, consolidated and leveled, do not work further until ready for floating. Begin floating when water sheen has disappeared,or when mix has stiffened sufficiently to permit proper operation of power-dnven float Consolidate surface with power-dnven floats. Use hand floating with wood or cork-faced floats in locations inaccessible to power- driven machine and on small, isolated slabs 2 After initial floating, re-check tolerance of surface with 10-foot straightedge applied at not less than two different angles Cut down high spots and fill low spots to Class B tolerance. Immediately re-float slab to a uniform, smooth, granular texture 3 Provide float finish at locations not otherwise specified and not otherwise indicated on Plans. G Trowel Finish 1 Apply float finish as previously specified After power floating, use power trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks Do additional troweling by hand after surface has hardened sufficiently Do final troweling when ringing sound is produced as trowel is moved over surface Thoroughly consolidate surface by hand troweling operations 2 Produce finished surface free of trowel marks, uniform in texture and appearance and conforming to Class A tolerance On surfaces intended to 5/2013 03300-27 of 38 668 CITY OF PEARLAND CAST-IN-PLACE CONCRETE support floor coverings,remove defects which might show through covering by grinding 3 Provide trowel finish for floors which will receive floor covering and additional locations indicated on Plans H Broom or Belt Finish 1 Apply float finish as previously specified Immediately after completing floated finish, draw broom or burlap belt across surface to give coarse transverse scored texture. 2 Provide broom or belt finish at locations indicated on Plans 3.17 FINISHING SLABS AND SIMILAR FLAT SURFACES TO"F-NUMBER SYSTEM" FINISH A Shaping to Contour Use strike-off templates or approved compacting-type screeds riding on screed strips or edge forms to bring concrete surface to proper contour Edge forms and screeds- Conform to Section 03100 -Concrete Formwork B Consolidation and Leveling. Concrete to be consolidated shall be as dry as practicable Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade Consolidate and level slabs and floors with vibrating bridge screeds, roller pipe screeds or other approved means. After consolidation and leveling,do not manipulate surfaces prior to finishing operations C Tolerances for Finished Surfaces Independent testing laboratory will check floor flatness and levelness in accordance with this Section,3.23F"Field Quality Control" D Float Finish 1 After concrete has been placed, struck off, consolidated and leveled, do not work further until ready for floating Begin floating when water sheen has disappeared,or when mix has stiffened sufficiently to permit proper operation of power-driven float. Consolidate surface with power-driven floats Use hand floating with wood or cork-faced floats in locations inaccessible to power- driven machine and on small, isolated slabs 2 Check tolerance of surface after initial floating with a 10-foot straightedge applied at not less than two different angles Cut down high spots and fill low spots Immediately refloat slab to uniform, smooth, granular texture to FF20/FL17 tolerance,unless shown otherwise on Plans 3 Provide "F-Number System" float finish at locations indicated on Plans 5/2013 03300-28 of 38 669 CITY OF PEARLAND CAST-IN-PLACE CONCRETE E Trowel Finish 1 Apply float finish as previously specified After power floating, use power trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks. Do additional trowelings by hand after surface has hardened sufficiently Do final troweling when ringing sound is produced as trowel is moved over surface Thoroughly consolidate surface by hand troweling operations 2. Produce finished surface free of trowel marks, uniform in texture and appearance and conforming to an FF25/FL20 tolerance for slabs on grade and FF25/FL17 for elevated slabs, unless shown otherwise on Plans On surfaces intended to support floor coverings, remove defects, which might show through covering,by grinding 3 Provide "F-Number System" trowel finish at locations indicated on Plans 3.18 BONDED CONCRETE TOPPING AND FILL A. Surface Preparation. 1 Protect raked, base-slab finish from contamination until time of topping Mechanically remove oil, grease, asphalt, paint, clay stains or other contaminants, leaving clean surface 2 Prior to placement of topping or fill, thoroughly dampen roughened slab surface and leave free of standing water. Immediately before topping or fill is placed, scrub coat of bonding grout into surface Do not allow grout to set or dry before topping or fill is placed B Concrete Fill 1 Where concrete fill intersects a wall surface at an angle steeper than 45 degrees from vertical, provide a 1 5-inch deep keyway in the wall at the point of intersection, size keyway so that no portion of the concrete fill is less than 1.5 inches thick Form keyway in new walls, create by saw cutting the top and bottom lines and chipping in existing walls 2 Apply wood float finish to surfaces of concrete fill 3 Provide concrete fill at locations shown on Plans C Bonded Concrete Topping in Bottom of Clanfiers and Thickeners 1. Minimum thickness of concrete topping 1 inch Maximum thickness when swept in by clarifier and thickener equipment. 3 inches 5/2013 03300-29 of 38 670 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 2 Compact topping and fill by rolling or tamping,bnng to established grade,and float Topping grout placed on sloping slabs shall proceed uniformly from the bottom of the slab to the top,for the full width of the placement Coat surface with evaporation retardant as needed between finishing operations to prevent plastic shrinkage cracks 3 Screed topping to true surface using installed equipment Protect equipment from damage during sweeping-in process. Perform sweeping-in process under supervision of equipment manufacturer's factory representative After topping has been screeded, apply wood float finish Dunng finishing, do not apply water, dry cement or mixture of dry cement and sand to the surface. 4 As soon as topping or fill finishing is completed, coat surface with cunng compound After the topping is set and sufficiently hard in clanfiers and where required by the Engineer, fill the tank with sufficient water to cover the entire floor for 14 days 5 Provide bonded concrete topping in bottom of all clarifiers and thickeners 3.19 EPDXY PENETRATING SEALER A. Surfaces to receive epoxy penetrating sealer Apply wood float finish Clean surface and apply sealer in compliance with manufacturer's instructions B Rooms with concrete curbs or bases. Continue application of floor coating on curb or base to its Juncture with masonry wall Rooms with solid concrete walls or wainscots. Apply minimum 2-inch-high coverage of floor coating on vertical surface C Mask walls, doors, frames and similar surface to prevent floor coating contact. D. When coving floor coating up vertical concrete walls,curbs,bases or wainscots,use masking tape or other suitable material to keep a neat level edge at top of cove E Provide epoxy penetrating sealer at locations indicated on Plans 3.20 EPDXY FLOOR TOPPING A Surfaces to receive epoxy floor topping Apply wood float finish unless recommended otherwise by epoxy floor topping manufacturer. Clean surface and apply epoxy floor topping in compliance with manufacturer's recommendations and instructions Thickness of topping. 1/8 Inch B. Rooms with concrete curbs or bases. Continue application of floor coating on curb or base to its Juncture with masonry wall Rooms with solid concrete walls or wainscots apply 2-inch-high coverage of floor coating on vertical surface 5/2013 03300-30 of 38 671 CITY OF PEARLAND CAST-IN-PLACE CONCRETE C Mask walls, doors, frames and similar surfaces to prevent floor coating contact. D When coving floor coating up vertical concrete walls,curbs,bases or wainscots,use masking tape or other suitable material to keep a neat level edge at top of cove E Finished surface shall be free of trowel marks and dimples F Provide epoxy floor topping at locations indicated on Plans 3.21 SEALER/DUSTPROOFER A. Where sealer or sealer/dustproofer is indicated on Plans,just prior to completion of construction, apply coat of specified clear sealer/dustproofing compound to exposed interior concrete floors in accordance with manufacturer's instructions. 3.22 NONSLIP FINISH A Apply float finish as specified Apply two-thirds of required abrasive aggregate by method that ensures even coverage without segregation and re-float Apply remainder of abrasive aggregate at right angles to first application,using heavier application of aggregate in areas not sufficiently covered by first application. Re-float after second application of aggregate and complete operations with troweled finish Perform finishing operations in a manner that will allow the abrasive aggregate to be exposed and not covered with cement paste B Provide nonslip finish at locations indicated on Plans. 3.23 FIELD QUALITY CONTROL A Field inspection and testing will be performed in accordance with ACI 301- 99 Specifications for Structural Concrete-IP and under provisions of Sections 01440 —Inspection Services and Section 01450—Testing Laboratory Services. B Provide free access to Work and cooperate with appointed firm. C Submit proposed mix design to inspection and testing firm for review prior to commencement of Work D Tests of cement and aggregates may be performed to ensure conformance with specified requirements. E Three concrete test cylinders will be taken for every 50 cu yds or less of concrete or as directed by the Engineer F One additional test cylinder will be taken during cold weather concreting,cured on job site under same conditions as concrete it represents 5/2013 03300-31 of 38 672 CITY OF PEARLAND CAST-IN-PLACE CONCRETE G One slump test will be taken for each set of test cylinders taken H Provide the results of alkalinity tests of concrete used in sanitary structures. Provide one test for each structure These tests shall be performed by an independent testing laboratory. Perform the test on the concrete covering reinforcing steel on the inside of the pipe or structure Alkalinity tests are to be in accordance with Encyclopedia of Industrial Chemical Analysis, Vol. 15, Page 230, Interscience Publishers Division, John Wiley and Sons. 3.24 PATCHING A Allow Engineer to inspect concrete surfaces immediately upon removal of forms B Excessive honeycomb or embedded debns in concrete is not acceptable. Notify Engineer upon discovery. C. Patch imperfections in accordance with ACI 301-99•Specifications for Structural Concrete- IP 3.25 DEFECTIVE CONCRETE A Defective Concrete. Concrete not conforming to required lines,details, dimensions, tolerances or specified requirements B. Repair or replacement of defective concrete will be determined by the Engineer C Do not patch, fill,touch-up,repair, or replace exposed concrete except upon express direction of Engineer for each individual area 3.26 CURING A Comply with ACI 308.1-98.Standard Specifications for Curing Concrete Cure by preventing loss of moisture, rapid temperature change and mechanical injury for a period of 7 curing days when Type II or IP cement has been used and for 3 curing days when Type III cement has been used Start curing as soon as free water has disappeared from the concrete surface after placing and finishing A cunng day is any calendar day in which the temperature is above 50 degrees F for at least 19 hours Colder days may be counted if air temperature adjacent to concrete is maintained above 50 degrees F. In continued cold weather,when artificial heat is not provided, removal of forms and shoring may be permitted at the end of calendar days equal to twice the required number of curing days However, leave soffit forms and shores in place until concrete has reached the specified 28-day strength, unless directed otherwise by the Engineer. B Cure formed surfaces not requiring rub-finished surface by leaving forms in place for the full curing penod Keep wood forms wet during the curing period Add water as 5/2013 03300-32 of 38 673 CITY OF PEARLAND CAST-IN-PLACE CONCRETE needed for other types of forms Or, at Contractor's option, forms may be removed after 2 days and curing compound applied C Rubbed Fimsh• 1. At formed surfaces requiring rubbed finish, remove forms as soon as practicable without damaging the surface 2 After rub-finish operations are complete, continue curing formed surfaces by using either approved cunng/sealing compounds or moist cotton mats until normal curing period is complete D Unformed Surfaces. Cure by membrane curing compound method 1 After concrete has received a final finish and surplus water sheen has disappeared, immediately seal surface with a uniform coating of approved cunng compound, applied at the rate of coverage recommended by manufacturer or as directed by the Engineer Do not apply less than 1 gallon per 180 square feet of area Provide satisfactory means to properly control and check rate of application of the compound 2 Thoroughly agitate the compound during use and apply by means of approved mechanical power pressure sprayers equipped with atomizing nozzles. For application on small miscellaneous items,hand-powered spray equipment may be used Prevent loss of compound between nozzle and concrete surface during spraying operations 3. Do not apply compound to a dry surface If concrete surface has become dry, thoroughly moisten surface immediately prior to application At locations where coating shows discontinuities,pinholes or other defects,or if rain falls on a newly coated surface before film has dned sufficiently to resist damage, apply an additional coat of compound at the specified rate of coverage 3.27 CURING MASS CONCRETE A. Observe the following additional restrictions when curing mass concrete 1 Minimum curing period 2 weeks. 2. When ambient air temperature falls below 32 degrees F, protect surface of concrete against freezing 3 Do not use steam or other curing methods that will add heat to concrete 4 Keep forms and exposed concrete continuously wet for at least the first 48 hours after placing, and whenever surrounding air temperature is above 90 degrees F during final curing period 5/2013 03300-33 of 38 674 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 5. Dunng 2-week cunng period,provide necessary controls to prevent ambient air temperature immediately adjacent to concrete from falling more than 30 degrees F in 24 hours. 3.28 REMOVAL OF FORMS A Time Limits. 1 When repair of surface defects or finishing is required before concrete is aged, forms on vertical surfaces may be removed as soon as concrete has hardened sufficiently to resist damage from removal operations 2 Remove top forms on sloping surfaces of concrete as soon as concrete has attained sufficient stiffness to prevent sagging. Loosen wood forms for wall openings as soon as this can be accomplished without damage to concrete Leave formwork for water-retaining structures in place for at least 2 days Formwork for non-water-retaining columns, walls, sides of beams and other formwork components not supporting weight of concrete may be removed after 12 hours, provided concrete has hardened sufficiently to resist damage from removal operations, and provided removal of forms will not disturb members supporting weight of concrete 3. Forms and shonng supporting weight of concrete or construction loads. Leave in place until concrete has reached minimum strength specified for removal of forms and shoring. Do not remove such forms in less than 4 days B Circular Paper or Spiral Tube Forms. Follow manufacturer's directions for form removal Take necessary precautions to prevent damage to concrete surface When removal is done before completion of curing time,replace form,tie in place,and seal to retard escape of moisture. C. Removal Strength 1 Control Tests Suitable strength-control tests will be required as evidence that concrete has attained specified strength for removal of formwork or shoring supportmg weight of concrete in beams, slabs and other structural members Furnish test cylinders and data to verify strength for early form removal. a Field-cured Test Cylinders. When field-cured test cylinders reach specified removal strength,formwork or shonng may be removed from respective concrete placements b Laboratory-cured Test Cyhnders• When concrete has been cured as specified for structural concrete for same time period required by laboratory-cured cylinders to reach specified strength, formwork or shoring may be removed from respective concrete placements 5/2013 03300-34 of 38 675 CITY OF PEARLAND CAST-IN-PLACE CONCRETE Determine length of time that concrete has been cured by totaling the days or fractions of days,not necessanly consecutive,dunng which air temperature surrounding concrete is above 50 degrees F and concrete has been damp or thoroughly sealed against evaporation and loss of moisture 2 Compressive Strengths The minimum concrete compressive strength for removal of formwork supporting weight of concrete is 75 percent of specified minimum 28-day strength for class of concrete involved 3.29 RESHORING A When reshonng is permitted, plan operations in advance and obtain the Engineer's approval of such operations. While reshonng is under way, keep live load off new construction Do not permit concrete in any beam, slab, column or other structural member to be subjected to combined dead and construction loads in excess of loads permitted for developed concrete strength at time of reshonng B Place reshores as soon as practicable after form-stripping operations are complete but in no case later than end of day on which stnppmg occurs Tighten reshores to carry required loads without over stressing construction Leave reshores in place until tests representative of concrete being supported have reached specified strength at time of removal of formwork supporting weight of concrete C Floors supporting shores under newly-placed concrete. Leave original supporting shores in place, or re-shore Locate reshores directly under shore position above. Extend reshonng over a sufficient number of stones to distnbute weight of newly- placed concrete, forms and construction live loads in such manner that design supenmposed loads of floors supporting shores are not exceeded 3.30 FORM REUSE A Do not reuse forms that are worn or damaged beyond repair Thoroughly clean and recoat forms before reuse For wood and plywood forms to be used for exposed smooth finish,sand or otherwise dress concrete contact surface to original condition or provide form liner facing material For metal forms, straighten, remove dents and clean to return forms to onginal condition 5/2013 03300-35 of 38 676 CITY OF PEARLAND CAST-IN-PLACE CONCRETE TABLE 03100A TOLERANCES FOR FORMED SURFACES CONCRETE IN BUILDINGS** For any For any Maximum Variation Variation In 10-foot 20-foot for Entire From length length or Dimension any bay Lines and Surfaces of Columns, 1/4" - - - 1" Plumb or Piers, Walls and Arnses Specified Exposed Corner Columns, Control - - - 1/4" 1/2" Batter Joint Grooves, and Other Conspicuous Lines Slab Soffits, Ceilings, Beam Soffits, 1/4" 3/8" 3'4" Level of and Arnses (measured before Specified removal of shores), Grade Exposed Lintels, Sills, Parapets, - - - 1/4" 1/2" Honzontal Grooves and Other Conspicuous Lines Drawing Position of Linear Building Lines, - - - 1/2" 1" Dimensions Columns, Walls and Partitions Size and Location of Sleeves, Floor - - - - - - ±1/4" Openings and Wall Openings Cross Section of Columns, Beams, - - - - - - +1/2", -1/4" Slabs, and Walls Footings* in Plan - - - - - - +2", -1/2" Footing Misplacement or Eccentricity - - - - - - 2%of Width in Direction of Error(the lesser of) or 2" Footing Thickness Decrease - - - - - - 5% Footing Thickness Increase - - - - - - No Limit Step Rise in Flight of Stairs - - - - - - ±1/8" Step Tread in Flight of Stairs - - - - - - ±1/4" Consecutive Step Rise - - - - - - ±1/16" Consecutive Step Tread - - - - - - ±1/8" *Footing tolerances apply to concrete dimensions only, not to positioning of vertical reinforcing steel, dowels, or embedded items **Includes water and wastewater process structures 5/2013 03300-36 of 38 677 CITY OF PEARLAND CAST-IN-PLACE CONCRETE TABLE 03100B TOLERANCE FOR FORMED SURFACES CONCRETE IN BRIDGES,WHARVES AND MARINE STRUCTURES Variation Variation In Maximum From Plumb of Specified Surfaces of columns,piers and walls 1/2" in 10' Batter Level or Top surfaces of slabs See Section 03345 Specified Grade Top surfaces of curbs and railings 3/16" in 10' Drawing Cross section of columns, caps, walls, beams, and f1/2", -1/4" Dimensions similar members Thickness of deck slabs ±1/4", -1/8" Size and location of slab and wall openings ±1/2" Footings in plan +2, -1/2" Footing misplacement or eccentncity in direction of error(the lesser of) 2/o of width or 2" Footing thickness decrease 5% Footing thickness increase No limit Step nse m flight of stairs ±1/8" Step tread in flight of stairs ±1/4" Consecutive step nse ±1/16" Consecutive step tread ±1/8" 5/2013 03300-37 of 38 678 CITY OF PEARLAND CAST-IN-PLACE CONCRETE 3.31 PROTECTION A Protect concrete against damage until final acceptance by the Owner B Protect fresh concrete from damage due to rain, hail, sleet or snow. Provide such protection while the concrete is still plastic and whenever such precipitation is imminent or occurrmg C Do not backfill around concrete structures or subject them to design loadings until all components of the structure needed to resist the loading are complete and have reached the specified 28-day compressive strength, except as authorized otherwise by the Engineer. END OF SECTION 5/2013 03300-38 of 38 679 CITY OF PEARLAND STRUCTURAL CONCRETE SECTION 03310 STRUCTURAL CONCRETE 1.0 GENERAL 1.01 SECTION INCLUDES A Cast-in-place normal-weight structural concrete and mass concrete B References to Technical Specifications. 1 Section 00300—Bid Proposal 2 Section 01200—Measurement 3 Section 01350—Submittals 4 Section 01450—Testing Laboratory Services 5 Section 03300—Cast-in-Place Concrete 1.02 MEASUREMENT AND PAYMENT A Measurement for structural concrete is on an each basis for each structure as bid Payment includes related work performed on these structures in accordance with related sections of these Specifications B If Extra Structural Concrete is allowed, based on the Engineer's direction, and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a cubic-yard basis, measured in place Payment includes related work performed in accordance with related sections of these Specifications C Refer to Section 01200—Measurement and Payment for unit price procedures D No provisions shall be provided for temperature controlled cunng of test cylinder. Test cylinder(s) shall be cured in identical environment until picked up by lab. 1.03 DEFINITIONS A Mass Concrete. Concrete sections 4 feet or more in least dimension B Hot Weather Any combination of high air temperature, low relative humidity and wind velocity tending to impair quality of fresh or hardened concrete or otherwise resulting in abnormal properties Hot weather concreting shall be done in accordance with ACI- 305R C Cold Weather. Penod when,for more than 2 successive days,mean daily temperature is below 40 degrees F Cold weather concreting shall be done in accordance with ACI - 306R 5/2013 03310-1 of 23 680 CITY OF PEARLAND STRUCTURAL CONCRETE 1.04 SUBMITTALS A Conform to Section 01350—Submittals B Mill Certificates Required for bulk cement C. Design Mixes 1 Submit test data on proposed design mixes for each type of concrete in the Work, including each class, and vanations in type, source or quantity of material Include type, brand and amount of cementitious matenals, type, brand and amount of each admixture, slump, air content, aggregate sources, gradations, specific gravity and absorption,total water(including moisture in aggregate), water/cement ratio, compressive strength test results for 7 and 28 days,and shnnkage tests for Class C and D concrete at 21 or 28 days of drying 2 Submit abrasion loss and soundness test results for limestone aggregate 3 Testing of aggregates, including sieve analysis, shall be performed by a certified independent testing laboratory. Tests shall have been performed no earlier than 3 months before Notice to Proceed 4 Provide standard deviation data for plant producing concrete Data shall include copies of laboratory test results and standard deviation calculated in accordance with ACI 318, Item 5 3.1 Laboratory tests shall have been performed within past 12 months When standard deviation data is not available, comply with ACI 318, Table 5 3 2 2 5. Review and acceptance of mix design does not relieve Contractor of responsibility to provide concrete of quality and strength required by these Specifications D Admixtures Submit manufacturer's technical information, including following 1 Air-Entraining Admixture. Give requirements to control air content under all conditions,including temperature vanations and presence of other admixtures 2 Chemical Admixtures Give requirements for quantities and types to be used under various temperatures and job conditions to produce uniform,workable concrete mix Submit evidence of compatibility with other admixtures and cementitious materials proposed for use in design mix E High-Range Water Reducer (Superplasticizer) When proposed for use, submit manufacturer's technical information and instructions for use of superplasticizer State whether superplasticizer will be added at ready-mix plant or job site. When superplasticizer will be added at job site, submit proposed plan for measunng and adding superplasticizer to concrete mix at job site, and establish dosing area on site with holding tanks and metering devices. When superplasticizer is to be added at 5/2013 03310-2 of 23 681 CITY OF PEARLAND STRUCTURAL CONCRETE ready-mix plant,submit contingency plans for adding additional superplasticizer at job site when required due to delay in placing concrete Identify portions of Work on which superplasticizer is proposed for use F. Hot and Cold Weather Concreting Submit,when applicable,proposed plans for hot and cold weather concreting Review and acceptance of proposed procedure will not relieve Contractor of responsibility for quality of finished product. G Project Record Drawings Accurately record actual locations of embedded utilities and components that are concealed from view 1.05 QUALITY ASSURANCE A. Provide necessary controls during evaluation of matenals,mix designs,production and delivery of concrete, placement and compaction to assure that the Work will be accomplished in accordance with Contract Documents. Maintain records of concrete placement Record dates, locations, quantities, air temperatures, and test samples taken. B Code Requirements- Concrete construction for buildings shall conform to ACI 318. Concrete construction for water and wastewater treatment and conveying structures shall conform to ACI 318 with modifications by ACI 350R, Item 2 6 Where this Specification conflicts with ACI 318 or ACI 350R,this Specification governs C Testing and Other Quality Control Services. 1. Concrete testing required in this section,except concrete mix design,limestone aggregate test data, and testing of deficient concrete,will be performed by an independent commercial testing laboratory employed and paid by the Owner m accordance with Section 01450—Testing Laboratory Services 2 Provide material for and cooperate fully with Owner's testing laboratory technician in obtaining samples for required tests 3. Standard Services. The following testing and quality control services will be provided by Owner in accordance with Section 01450 —Testing Laboratory Services a. Verification that plant equipment and facilities conform to NRMCA "Certification of Ready-Mix Concrete Production Facilities". b. Testing of proposed materials for compliance with this Specification c Review of proposed mix design submitted by Contractor 5/2013 03310-3 of 23 682 CITY OF PEARLAND STRUCTURAL CONCRETE d Obtaining production samples of materials at plants or stockpiles dunng work progress and testing for compliance with this Specification e. Strength testing of concrete according to following procedures. 1) Obtaining samples for field test cylinders from every 100 cubic yards and any portion less than 100 cubic yards for each mix design placed each day, according to ASTM C 172, with each sample obtained from a different batch of concrete on a representative, random basis Selecting test batches by any means other than random numbers chosen before concrete placement begins is not allowed 2) Molding four specimens from each sample according to ASTM C31, and curing under standard moisture and temperature conditions as specified in Sections 7(a)and(b)of ASTM C31. 3) Testing two specimens at 7 days and two specimens at 28 days according to ASTM C39, reporting test results averaging strengths of two specimens However, when one specimen evidences improper sampling, molding or testing, it will be discarded and remaining cylinder considered test result When high-early-strength concrete is used,specimens will be tested at 3 and 7 days f Air content For each strength test, determination of air content of normal weight concrete according to ASTM C231. g. Slump For each strength test, and whenever consistency of concrete appears to vary, conducting slump test in accordance with ASTM C 143 h. Temperature. For each strength test,checking concrete temperature in accordance with ASTM C 1064 Lightweight concrete For each strength test,or more frequently when requested by the Engineer,determination of air content by ASTM C567 and unit weight by ASTM C567 Momtonng of current and forecasted climatic conditions to determine when rate of evaporation,as determined by Figure 2 1 5 of ACI 305R, will produce loss of 0 2 pounds of water, or more,per square foot per hour. Testing lab representative will advise Contractor to use hot weather precautions when such conditions will exist during concrete placement,and note on concrete test reports when Contractor has been advised that hot weather conditions will exist. 5/2013 03310-4 of 23 683 CITY OF PEARLAND STRUCTURAL CONCRETE k Class A and D Concrete Shnnkage Tests. Performance of drying shrinkage tests for trial batches as follows. 1) Preparation and Testing of Specimens. Compression and drying shrinkage test specimens will be taken in each case from the same concrete sample; shrinkage tests will be considered a part of the normal compression tests for the project 4-inch by 4-inch by 11-inch prisms with an effective gage length of 10 inches, fabricated, cured, dried and measured in accordance with ASTM C 157, modified as follows (a) Wet curing. Remove specimens from molds at an age of 23 hours ±1 hour after trial batching and immediately immerse in water at 70 degrees F ±3 degrees F for at least 30 minutes, (b) Measure within 30 minutes after first 30 minutes of immersion to determine onginal length (not to be confused with "base length"), (c) Then submerge in saturated limewater,at 73 degrees F ±3 degrees F, for 7 days, (d) Then measure at age 7 days to establish "base length" for drying shrinkage calculations ("zero" days drying age), (e) Calculate expansion (base length expressed as a percentage of onginal length), (f) Immediately store specimens in a temperature and humidity controlled room maintained at 73 degrees F, ±3 degrees, and 50 percent relative humidity, ±4 percent, for the remainder of the test. (g) Measure to determine shrinkage, expressed as percentage of base length Compute the drying shrinkage deformation of each specimen as the difference between the base length (at ?zero@ days drying age)and the length after drying at each test age Compute the average drying shrinkage deformation of the specimens to the nearest 0 0001 inch at each test age If the drying shrinkage of any specimen departs from the average of that test age by more than 0 0004 inch,disregard the results obtained from that specimen 5/2013 03310-5 of 23 684 CITY OF PEARLAND STRUCTURAL CONCRETE Report results of shrinkage tests to the nearest 0 001 percent of shrinkage (h). Report shrinkage separately for 7, 14, 21, and 28 days of drying after 7 days of moist curing 4 Additional Testing and Quality Control Services The following will be performed by an independent commercial testing laboratory employed and paid by the Owner in accordance with Section 01450,Testing Laboratory Services, when requested by the Engineer a Checking of batching and mixing operations b Review of manufacturer's report of each cement shipment and conducting laboratory tests of cement c Molding and testing reserve 7-day cylinders or field cylinders d Conducting additional field tests for slump,concrete temperature,and ambient temperature e Alkalinity Tests. For concrete used in sanitary structures,one test for each structure. Perform alkalinity tests on concrete covering reinforcing steel on the inside of the pipe or structure in accordance with "Encyclopedia of Industrial Chemical Analysis," Vol 15, page 230 5 Contractor shall provide the following testing and quality control services a. Employ an independent commercial testing laboratory, acceptable to Owner, to prepare and test design mix for each class of concrete for which material source has been changed b. Notify commercial testing laboratory employed by Owner 24 hours prior to placing concrete 6. Testing of deficient concrete in place a When averages of three consecutive strength test results fail to equal or exceed specified strength, or when any individual strength test result falls below specified strength by more than 500 psi, strength of concrete shall be considered potentially deficient and core testing, structural analysis or load testing may be required by the Engineer b. When concrete in place proves to be deficient, Contractor shall pay costs, including costs due to delays, incurred in providing additional 5/2013 03310-6 of 23 685 CITY OF PEARLAND STRUCTURAL CONCRETE testing and analysis services provided by the Engineer, or the independent commercial testing laboratory selected by the Owner c Replace concrete work judged inadequate by core tests, structural analysis or load tests at no additional cost to the Owner d Core Tests. 1) Obtain and test cores in accordance with ASTM C42 Where concrete m structure will be dry under service conditions, air dry cores (temperature 60 to 80 degrees F, relative humidity less than 60 percent) for 7 days before test; test dry Where concrete in structure will be more than superficially wet under service conditions, test cores after moisture conditioning in accordance with ASTM C42 2) Take at least three representative cores from each member or area of concrete in place that is considered potentially deficient Location of cores shall be determined by the Engineer so as to least impair strength of structure When,before testing,one or more cores shows evidence of having been damaged dunng or after removal from structure, replace the damaged cores. 3) Concrete in area represented by core test will be considered adequate when average strength of cores is equal to at least 85 percent of specified strength, and when no single core is less than 75 percent of specified strength 4) Patch core holes in accordance with Section 03300—Cast-in- Place Concrete, Paragraph 3 13 e Structural Analysis When core tests are inconclusive or impractical to obtain, the Engineer may perform additional structural analysis at Contractor's expense to confirm safety of structure f Load Tests When core tests and structural analysis do not confirm safety of structure, load tests may be required, and their results evaluated, in accordance with ACI 318 g. Testing by impact hammer, sonoscope, probe penetration tests (Windsor probe),or other nondestructive device may be permitted by the Engineer to determine relative strengths at various locations in structure,to evaluate concrete strength in place,or for selecting areas to be cored. However, such tests, unless properly calibrated and correlated with other test data,shall not be used as basis for acceptance or rejection of structure's safety 5/2013 03310-7 of 23 686 CITY OF PEARLAND STRUCTURAL CONCRETE 1.06 STORAGE AND HANDLING OF MATERIALS A Cement. Store cement in weather tight buildings,bins or silos to provide protection from dampness and contamination and to minimize warehouse set When there is any doubt as to the expansive potential of shrinkage-compensating cements because of method or length of storage and exposure, laboratory test cement before use. B Aggregate. Arrange and use aggregate stockpiles to avoid excessive segregation or contamination with other materials or with other sizes of like aggregates Build stockpiles in successive honzontal layers not exceeding 3 feet in thickness. Complete each layer before next is started. C. Fine Aggregate. Before using, allow fine aggregate to drain until uniform moisture content is reached D Admixtures Store admixtures to avoid contamination, evaporation or damage. For those used in form of suspensions or non-stable solutions,provide suitable agitating equipment to assure uniform distribution of ingredients Protect liquid admixtures from freezing and other temperature changes which would adversely affect their charactenstics E. Lightweight Aggregates Uniformly pre-dampen lightweight aggregates as necessary to prevent excessive variations in moisture content Allow pre-dampened aggregates to remain in stockpiles,under continuous fog spray, for minimum of 24 hours before use Provide adequate drainage in stockpile areas to eliminate excess water and accumulation of contaminated fines 2.0 PRODUCTS 2.01 MATERIALS A Cement. 1. Use same brand of cement used in concrete mix design Use only one brand of each type in each structure, unless otherwise indicated on Drawings 2 Portland Cement.ASTM C 150,Type I or Type II,gray in color Use Type III only when specifically authorized by the Engineer in writing Use Type II, including the requirements of Table 2, in construction of liquid-containing structures and cooling towers, unless shown otherwise on Drawings B Admixtures. 1 Do not use calcium chlonde,thiocyanate or admixtures containing more than 0 05 percent chlonde ions. 2. Air-Entraining Admixtures. ASTM C260,compatible with other admixtures used 5/2013 03310-8 of 23 687 CITY OF PEARLAND STRUCTURAL CONCRETE 3. Chemical Admixtures Polymer type,non-staining,chlonde-free admixtures conforming to ASTM C494, Type A, C, D or E 4 High-Range Water Reducer (Superplasticizer)• ASTM C494, Type F or G, compatible with and by the same manufacturer as other admixtures C Mixing Water Use clean, potable water, free from harmful amounts of oils, acids, alkalis or other deleterious substances, meeting requirements of ASTM C94 D. Aggregates. Use coarse aggregate from only one source and fine aggregate from only one source, for exposed concrete in any single structure 1 Coarse Aggregate. Gravel,crushed gravel or crushed limestone conforming to ASTM C33 2 Fine Aggregate Natural sand complying with ASTM C33. 3 Limestone aggregate shall conform to ASTM C33 and the following additional requirements a Clean,hard,strong and durable particles free of chemicals and coatings of silt,clay,or other fine matenals that may affect hydration and bond of cement paste b Select crushed limestone. High-calcium limestone (minimum 95 percent CaCO3 and maximum 3 5 percent MgCO3)with maximum Los Angeles Abrasion loss of 38 percent, when tested in accordance with ASTM C131 or ASTM C535. c. Test aggregate for soundness in accordance with ASTM C88, maximum loss shall not exceed 18 percent after 5 cycles of magnesium sulfate test. 4. Maximum size of coarse aggregate. a Normal weight concrete, except as noted below. 1-1/2 inches b Formed members 6 inches or less in least dimension 1/5 least dimension c. Slabs 1/3 depth of slab d Dnlled shafts 1/3 clearance between reinforcing steel,but not greater than 3/4 inch. e Concrete fill,seal slabs and bonded concrete topping in clanfiers. 3/8 inch 5/2013 03310-9 of 23 688 CITY OF PEARLAND STRUCTURAL CONCRETE 5 Coarse aggregate for lightweight concrete ASTM C330 Grading limits. 3/4 inch to No 4 6 Abrasive Aggregate Conform to requirements of Section 03300— Cast-in- Place Concrete, Paragraph 3 13 E Calcium Chloride Not permitted F Evaporation Retardant. Masterbuilders "Confilm", Euclid "Eucobar", or equal G Miscellaneous Materials. 1 Bonding Agent Two-component modified epoxy resin. 2. Vapor barrier 6-mil clear polyethylene film of type recommended for below- grade application 3 Non-shnnk grout premixed compound consisting of non-metallic aggregate, cement and water-reducing and plasticizing agents; capable of developing minimum compressive strength of 2,400 psi in 48 hours and 7,000 psi in 28 days 2.02 CONCRETE MIX A Objective. Select proportions of ingredients to produce concrete having proper placability, durability, strength, appearance and other specified properties B Mix Design Employ and pay an independent commercial testing laboratory, acceptable to Owner, to prepare and test mix designs for each type of concrete specified Proportion mix design ingredients by weight. Submit mix designs and test results for approval. 1 During the trial batches,aggregate proportions may be adjusted by the testing laboratory using two coarse aggregate size ranges to obtain the required properties If one size range produces an acceptable mix, a second size range need not be used Such adjustments shall be considered refinements to the mix design and shall not be the basis for extra compensation to the Contractor Concrete shall conform to the requirements of this Section, whether the aggregate proportions are from the Contractor's preliminary mix design, or whether the proportions have been adjusted during the trial batch process Prepare trial batches using the aggregates,cement and admixtures proposed for the project Make trial batches large enough to obtain 3 drying shrinkage test specimens and 6 compression test specimens from each batch Shrinkage testing is required only for Class A and D concrete. 5/2013 03310-10 of 23 689 CITY OF PEARLAND STRUCTURAL CONCRETE 2. Determine compressive strength by testing 6-inch diameter by 12-inch high cylinders,made,cured and tested in accordance with ASTM C 192 and ASTM C39 Test 3 compression test cylinders at 7 days and 3 at 28 days Average compressive strength for the 3 cylinders tested at 28 days for any given trial batch shall be not less than 125 percent of the specified compressive strength 3 Perform sieve analysis of the combined aggregate for each trial batch according to of ASTM C136 Report percentage passing each sieve. 4 In mix designs for Class A and D concrete, fine aggregate shall not exceed 41 percent of total aggregate by weight C Shrinkage Limitations, Class A and D Concrete 1 Maximum concrete shnnkage for specimens cast in the laboratory from the trial batch 0 036 percent as measured at 21-day drying age or 0 042 percent at 28-day drying age Use for construction only mix designs that meet trial batch shrinkage requirements Shrinkage limitations apply only to Class A and D concrete 2 Maximum concrete shrinkage for specimens cast in the field shall not exceed the trial batch maximum shrinkage requirement by more than 25 percent 3 If the required shnnkage limitation is not met during construction,take any or all of the following actions,at no additional cost to the Owner,for securing the specified shrinkage requirements Changing the source or aggregates,cement or admixtures, reducing water content, washing of aggregate to reduce fines, increasing the number of construction Joints, modifying the curing requirements, or other actions designed to minimize shnnkage or its effects D Selecting Ingredient Proportions for Concrete. 1 Proportion concrete mix according to ACI 301, Chapter 3 2 Establish concrete mix design by laboratory trial batches prepared by independent testing laboratory, or on basis of previous field experience in accordance with provisions of ACI 318,Item 5 3,however,minimum cement content for each class of concrete shall not be less than specified 3 Concrete mix design data submitted for review shall have average 28-day compressive strength calculated in accordance with ACI 318, Item 5 3 2 1 When data is not available to determine standard deviation in accordance with ACI 318, Item 5 3 1, average 28-day strength of mix design shall conform to ACI 318, Table 5 3 2 2 E Water-Cement Ratios. 1 Maximum allowable water-cement ratios shall be as follows 5/2013 03310-11 of23 690 CITY OF PEARLAND STRUCTURAL CONCRETE a. Concrete for liquid-containing structures- 0 45 b Concrete subjected to brackish water, salt spray or deicers. 0.40. c All other concrete. 0 55. 2 Superplasticizer may be added to maintain specified maximum water-cement ratios Include free water in aggregate in water-cement ratio computations. F Adjustment of Mix Proportions. After sufficient data becomes available during construction,mix may be adjusted upon approval of the Engineer,in accordance with ACI 318,Item 5 5;however,minimum cement content for each class of concrete shall not be less than specified G Entrained Air. Air-entrain all concrete except dnlled shafts Total air content in accordance with ASTM C 173 4 to 6 percent H Consistency,Workability, and Slump 1. The quantity of water in a batch of concrete shall be just sufficient, with a normal mixing penod,to produce concrete which can be worked properly into place without segregation,and which can be compacted by vibratory methods as specified, to give the desired strength, density, impermeability and smoothness of surface Change the quantity of water as necessary, with variations in the nature or moisture content of the aggregates, to maintain uniform production of a desired consistency. Determine the consistency of the concrete in successive batches by slump tests in accordance with ASTM C 143 Slumps shall be as follows- Concrete Type Minimum Slump Maximum Slump Portland Cement Concrete 2" 4" Concrete to be dosed with superplasticizer. 1" 3" Normal Weight Concrete after dosing with superplasticizer 4" 9" Lightweight Concrete after dosing with superplasticizer 4" 7" Dnlled Shaft Concrete 4"* 8" *Minimum slump where drilled shafts are cast in temporary casings- 5 inches 2 Specified slump shall apply at time when concrete is discharged at job site. Perform slump tests to monitor uniformity and consistency of concrete delivered to job site; however, do not use as basis for mix design Do not exceed water-cement ratios specified 5/2013 03310-12 of 23 691 CITY OF PEARLAND STRUCTURAL CONCRETE Admixtures. Proportion admixtures according to manufacturer's recommendations Use of accelerator is permitted when air temperature is less than 40 degrees F. Use of retarder is permitted when temperature of placed concrete exceeds 65 degrees F J. High-Range Water Reducers (Superplasticizers)• Use superplasticizer to improve workability of concrete or delay hydration of cement,in accordance with requirements and recommendations of product manufacturer and approved submittals K Concrete Classification and Strength. 1 Strength. Conform to values for class of concrete indicated on Drawings for each portion of Work Requirements are based on 28-day compressive strength. If high early-strength concrete is allowed,requirements are based on 7-day compressive strength 2 Classification Minimum 28-day Class Compressive Strength Minimum Cement Content (Normal-weight) (psi) Pounds per Cubic Yard Concrete for Structures Containing Water or Wastewater A 4,000 564 (6 sacks) B 1,500 329 (3 '/2 sacks) C 3,000 470 (5 sacks) D 5,000 658 (7 sacks) H 3,000 611 (6 'Y2 sacks) Concrete for Buildings, Slabs on Grade and Miscellaneous Structures AB 4,000 Not Applicable BB 1,500 Not Applicable CB 3,000 Not Applicable DB 5,000 Not Applicable Minimum 28-day Class Compressive Strength Minimum Cement Content (Light-weight) (psi) Pounds per Cubic Yard E 3,000 Not Applicable F 4,000 Not Applicable G 5,000 Not Applicable 3 Maximum size aggregate for Class H concrete. 3/8 inch Maximum size aggregate for all other normal-weight concrete. 1-1/2 inches, except as specified in Paragraph 2 01D 4 4 When required strength is not obtained with minimum cement content as specified,add cement,lower water-cement ratio or provide other aggregates as necessary 5/2013 03310-13 of 23 692 CITY OF PEARLAND STRUCTURAL CONCRETE 5 In addition to conforming to specified strength, lightweight concrete must be within specified unit weight limits Maximum air-dry unit weight is 118 pounds per cubic foot; minimum is 110 pounds per cubic foot unless shown otherwise on Drawings Determine air-dry unit weight in accordance with ASTM C567 Correlate air-dry unit weight with fresh unit weight of the same concrete as a basis for acceptance during construction L Use of Classes of Concrete 1. Use classes of concrete as indicated on the Drawings and in other specifications 2 Liquid-containing structures. If not otherwise indicated, use the following classes for structures containing water or wastewater and for utility applications in the locations descnbed. a Class A. All reinforced concrete and where not otherwise defined b Class B. Unreinforced concrete used for plugging pipes, seal slabs, thrust blocks, and trench dams,unless indicated otherwise c Class H. Fill and topping Where concrete fill thickness exceeds 3 inches in the majority of a placement and is not less than 1.5 inches thick, Class A concrete may be used. 3. All other structures. If not otherwise indicated,use the following classes in the locations descnbed a Class AB All reinforced concrete and where not otherwise defined b Class CB Duct banks, see Section 16402—Underground Duct Banks for additional requirements c Class BB Unreinforced concrete fill under structures 2.03 MIXING NORMAL WEIGHT CONCRETE A Conform to ACI 301, Chapter 7 B Ready-Mixed Concrete 1 Measure,batch,mix and transport ready-mixed concrete according to ASTM C94 Plant equipment and facilities shall conform to NRMCA"Certification of Ready Mixed Concrete Production Facilities" 5/2013 03310-14 of 23 693 CITY OF PEARLAND STRUCTURAL CONCRETE 2. Provide batch tickets with information specified in ASTM C94 Deliver batch ticket with concrete and give to Owner's on-site testing laboratory representative C. Batch Mixing at Site 1 Mix concrete in batch mixer conforming to requirements of CPMB"Concrete Plant Mixer Standards" Use mixer equipped with suitable charging hopper, water storage tank and water measuring device Batch mixer shall be capable of mixing aggregates, cement and water into uniform mass within specified mixing time, and of discharging mix without segregation. Operate mixer according to rated capacity and recommended revolutions per minute punted on manufacturer's rating plate 2 Charge batch into mixer so some water will enter before cement and aggregates. Keep water running until one-fourth of specified mixing time has elapsed Provide controls to prevent discharging until required mixing time has elapsed When concrete of normal weight is specified,provide controls to prevent addition of water during mixing. Discharge entire batch before mixer is recharged. 3 Mix each batch of 2 cubic yards or less for not less than 1 minute and 30 seconds Increase minimum mixing time 15 seconds for each additional cubic yard or fraction of cubic yard 4 Keep mixer clean Replace pick-up and throw-over blades in drum when they have lost 10 percent of onginal depth D Admixtures 1 Charge air-entraining and chemical admixtures into mixer as solution using automatic dispenser or similar metenng device Measure admixture to accuracy within+ 3 percent Do not use admixtures in powdered form. 2 Two or more admixtures may be used in same concrete, provided that admixtures in combination retain full efficiency and have no deleterious effect on concrete or on properties of each other Inject admixtures separately during batching sequence 3. Add retarding admixtures as soon as practicable after addition of cement E Temperature Control. 1 When ambient temperature falls below 40 degrees F, keep as-mixed temperature above 55 degrees F to maintain concrete above minimum placing temperature 5/2013 03310-15 of 23 694 CITY OF PEARLAND STRUCTURAL CONCRETE 2. When water or aggregate has been heated, combine water with aggregate in mixer before cement is added Do not add cement to mixtures of water and aggregate when temperature of mixture is greater than 100 degrees F. 3 In hot weather, maintain temperature of concrete below maximum placing temperature When necessary, temperature may be lowered by cooling ingredients, cooling mixer drum by fog spray, using chilled water or well- crushed ice in whole or part for added water,or arranging delivery sequence so that time of transport and placement does not generate unacceptable temperatures 4. Submit hot weather and cold weather concreting plans for approval 2.04 MIXING LIGHTWEIGHT CONCRETE A Determining Absorption of Aggregates. Mixing procedures vary according to total absorption by weight of lightweight aggregates Determine total absorption by weight before pre-damping in accordance with ASTM C127 B Ten Percent or Less Absorption. Follow same requirements as for mixing normal- weight concrete when preparing concrete made with low-absorptive lightweight aggregates having 10 percent or less total absorption by weight To be low-absorptive, aggregates must absorb less than 2 percent additional water in first hour after mixing C More Than 10 Percent Absorption. Batch and mix concrete made with lightweight aggregates having more than 10 percent total absorption by weight, as follows 1 Place approximately 80 percent of mixing water in mixer 2 If aggregates are pre-dampened, add air-entraining admixture and all aggregates Mix for minimum of 30 seconds, or 5 to 10 revolutions of truck mixer. 3 When aggregates have not been pre-dampened,mix aggregates and water for minimum of 1 minute and 30 seconds,or 15 to 30 revolutions of truck mixer Then add air-entraining admixture and mix for additional 30 seconds 4 Then,in the following sequence,add specified or permitted admixtures(other than air-entraining agent), all cement, and mixing water previously withheld 5. Complete mixing using procedures for normal-weight concrete 2.05 MASS CONCRETE A Do not use high early-strength cement(Type III) or accelerating admixtures 5/2013 03310-16 of 23 695 CITY OF PEARLAND STRUCTURAL CONCRETE B. Use high-range water-reducing admixture(superplasticizer)to minimize water content and cement content C Specified water-reducing retarding admixture may be required to prevent cold joints when placing large quantities of concrete,to permit revibration of concrete,to offset effects of high temperature in concrete or weather, and to reduce maximum temperature or rapid temperature rise 2.06 EQUIPMENT A Select equipment of size and design to ensure continuous flow of concrete at delivery end Conform to following equipment and operations requirements B Truck mixers, agitators and manner of operation. Conform to ASTM C94 Use of non-agitating equipment for transporting concrete is not permitted. C Belt conveyors. Configure honzontally, or at a slope causing no segregation or loss Use approved arrangement at discharge end to prevent separation Discharge long runs without separation into hopper. D Chutes. Metal or metal-lined (other than aluminum) Arrange for vertical-to- horizontal slopes not more than 1 to 2 or less than 1 to 3 Chutes longer than 20 feet or not meeting slope requirements may be used if concrete is discharged into hopper before distribution E Do not use aluminum or aluminum-alloy pipe or chutes for conveying concrete 3.0 EXECUTION 3.01 SPECIAL CONSIDERATIONS A. Concreting Under Water. Not permitted except where shown otherwise on Drawings or approved by the Engineer When shown or permitted,deposit concrete under water by methods acceptable to the Engineer so fresh concrete enters mass of previously- placed concrete from within,causing water to be displaced with minimum disturbance at surface of concrete B Protection from Adverse Weather. Unless adequate protection is provided or the Engineer's approval is obtained, do not place concrete during rain, sleet, snow or freezing weather Do not permit rainwater to increase mixing water or to damage surface finish If rainfall occurs after placing operations begin, provide adequate covenng to protect Work 3.02 PREPARATION OF SURFACES FOR CONCRETING A. Earth Surfaces. 5/2013 03310-17 of 23 696 CITY OF PEARLAND STRUCTURAL CONCRETE 1 Under interior slabs on grade,install vapor barrier. Lap joints at least 6 inches and seal watertight with tape,or sealant applied between overlapping edges and ends Repair vapor barrier damaged during placement of reinforcing and inserts with vapor bamer material,lap over damaged areas at least 6 inches and seal watertight 2 Other Earth Surfaces Thoroughly wet by sprinkling prior to placing concrete, and keep moist by frequent sprinkling up to time of placing concrete thereon Remove standing water. Surfaces shall be free from standing water,mud and debris at the time of placing concrete B Construction Joints. 1. Definition. Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been interrupted so that, in the judgment of the Engineer,new concrete cannot be incorporated integrally with that previously placed. 2. Interruptions When placing of concrete is to be interrupted long enough for the concrete to take a set,use forms or other means to shape the working face to secure proper union with subsequent work. Make construction joints only where acceptable to the Engineer 3 Preparation Give horizontal joint surfaces a compacted,roughened surface for good bond Except where the Drawings call for joint surfaces to be coated, clean joint surfaces of laitance,loose or defective concrete and foreign material by hydroblasting or sandblasting (exposing aggregate), roughen surface to expose aggregate to a depth of at least 1/4 inch and wash thoroughly Remove standing water from the construction joint surface before new concrete is placed 4 After surfaces have been prepared cover approximately horizontal construction joints with a 3-inch lift of a grout mix consisting of Class A concrete batched without coarse aggregate, place and spread grout uniformly Place wall concrete on the grout mix immediately thereafter C Set and secure reinforcement, anchor bolts, sleeves, inserts and similar embedded items in the forms where indicated on Contract Drawings, shop drawings and as otherwise required Obtain the Engineer's acceptance before concrete is placed Accuracy of placement is the sole responsibility of the Contractor. D Place no concrete until at least 4 hours after formwork, inserts, embedded items, reinforcement and surface preparation have been completed and accepted by the Engineer Clean surfaces of forms and embedded items that have become encrusted with grout or previously-placed concrete before placing adjacent concrete 5/2013 03310-18 of 23 697 CITY OF PEARLAND STRUCTURAL CONCRETE E. Casting New Concrete Against Old Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age),thoroughly clean and roughen the surface of the old concrete by hydroblasting or sandblasting (exposing aggregate). Coat joint surface with epoxy bonding agent following manufacturer's written instructions,unless indicated otherwise Unless noted otherwise,this provision does not apply to vertical wall joints where waterstop is installed F Protection from Water Place no concrete in any structure until water entering the space to be filled with concrete has been properly cut off or diverted and carried out of the forms,clear of the work Deposit no concrete underwater without special methods Do not allow still water to rise on any concrete until concrete has attained its initial set Do not allow water to flow over the surface of any concrete in a manner and at a velocity that will damage the surface finish of the concrete Pumping,dewatering and other necessary operations for removing ground water, if required, are subject to the Engineer's review G Corrosion Protection. Position and support pipe, conduit, dowels and other ferrous items to be embedded in concrete construction prior to placement of concrete so there is at least a 2 inch clearance between them and any part of the concrete reinforcement Do not secure such items in position by wiring or welding them to the reinforcement H Where practicable, provide for openings for pipes, inserts for pipe hangers and brackets, and setting of anchors during placing of concrete I Accurately set anchor bolts and maintain in position with templates while they are being embedded in concrete J. Cleaning Immediately before concrete is placed,thoroughly clean dirt,grease,grout, mortar,loose scale,rust and other foreign substances from surfaces of metalwork to be in contact with concrete 3 03 HANDLING, TRANSPORTING AND PLACING CONCRETE A Conform to applicable requirements of Chapter 8 of ACI 301 and this Section Use no aluminum materials in conveying concrete B Rejected Work Remove concrete found to be defective or non-conforming in materials or workmanship. Replace rejected concrete with concrete meeting requirements of Contract Documents, at no additional cost to the Owner. C Unauthorized Placement Place no concrete except in the presence of the Engineer Notify the Engineer in wnting at least 24 hours before placement of concrete D Placement in Wall Forms 1. Do not drop concrete through reinforcing steel that will not be covered by current pour 5/2013 03310-19 of 23 698 CITY OF PEARLAND STRUCTURAL CONCRETE 2 Do not place concrete in any form so as to leave an accumulation of mortar on form surfaces above the concrete 3 Pump concrete or use hoppers and, if necessary, vertical ducts of canvas, rubber or metal (other than aluminum) for placing concrete in forms so it reaches the place of final deposit without separation Free fall of concrete shall not exceed 4 feet below the ends of pump hoses, ducts, chutes or buggies Uniformly distribute concrete during depositing 4 Do not displace concrete in forms more than 6 feet in horizontal direction from place where it was ongmally deposited. Do not transport concrete with vibrators. 5 Deposit in uniform horizontal layers not deeper than 2 feet,take care to avoid inclined layers or inclined construction joints except where required for sloping members. 6 Place each layer while the previous layer is still soft Rate of placement shall not exceed 5 feet of vertical nse per hour. 7 Provide sufficient illumination in form interior so concrete at places of deposit is visible from the deck or runway. E Conveyors and Chutes. Design and arrange ends of chutes, hopper gates and other points of concrete discharge in the conveying,hoisting and placing system so concrete passing from them will not fall separated into whatever receptacle immediately receives it Conveyors, if used,shall be of a type acceptable to the Engineer. Do not use chutes longer than 50 feet. Slope chutes so concrete of specified consistency will readily flow. If a conveyor is used,it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted All conveyors and chutes shall be covered F Placement of Slabs. In hot or windy weather, conducive to plastic shrinkage cracks, apply evaporation retardant to slab after screedmg in accordance with manufacturer's instructions and recommendations Do not use evaporation retardant to increase water content of the surface cement paste Place concrete for sloping slabs uniformly from the bottom of the slab to the top, for the full width of the placement As work progresses,vibrate and carefully work concrete around slab reinforcement Screed the slab surface in an up-slope direction G When adverse weather conditions affect quality of concrete, postpone concrete placement Do not mix concrete when the air temperature is at or below 40 degrees F and falling Concrete may be mixed when temperature is 35 degrees F and rising. Take temperature readings in the shade, away from artificial heat Protect concrete from temperatures below 32 degrees F until the concrete has cured for a minimum of 3 days at 70 degrees F or 5 days at 50 degrees F 5/2013 03310-20 of 23 699 CITY OF PEARLAND STRUCTURAL CONCRETE H When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooling of aggregates and mixing water, using ice or placing at night, as necessary to maintain concrete temperature, as placed,below 90 degrees F. 3.04 PUMPING OF CONCRETE A If pumped concrete does not produce satisfactory results, in the judgment of the Engineer, discontinue pumping operations and proceed with the placing of concrete using conventional methods B Pumping Equipment. Use a 2-cylinder pump designed to operate with only one cylinder if one is not functioning, or have a standby pump on site during pumping C. The minimum hose(conduit) diameter Comply with ACI 304 2R D Replace pumping equipment and hoses (conduits)that do not function properly E Do not use aluminum conduits for conveying concrete. F Field Control. Take samples for slump,air content and test cylinders at the placement (discharge) end of the line 3.05 CONCRETE PLACEMENT SEQUENCE A Place concrete in a sequence acceptable to the Engineer To minimize effects of shrinkage, place concrete in units bounded by construction joints shown Place alternate units so each unit placed has cured at least 7 days for hydraulic structures,or 3 days for other structures, before contiguous unit or units are placed, except do not place corner sections of vertical walls until the 2 adjacent wall panels have cured at least 14 days for hydraulic structures and 7 days for other structures. B Level the concrete surface whenever a run of concrete is stopped To ensure straight and level joints on the exposed surface of walls, tack a wood strip at least 3/4-inch thick to the forms on these surfaces Carry concrete about 1/2-inch above the underside of the strip About one hour after concrete is placed,remove the strip,level irregularities in the edge formed by the strip with a trowel and remove laitance. 3.06 TAMPING AND VIBRATING A Thoroughly settle and compact concrete throughout the entire depth of the layer being consolidated, into a dense, homogeneous mass, fill corners and angles, thoroughly embed reinforcement,eliminate rock pockets and bring only a slight excess of water to the exposed surface of concrete during placement Use ACI 309R Group 3 immersion- type high-speed power vibrators(8,000 to 12,000 rpm)in sufficient number and with 5/2013 03310-21 of 23 700 CITY OF PEARLAND STRUCTURAL CONCRETE sufficient(at least one)standby units Use Group 2 vibrators only when accepted by the Engineer for specific locations B Use care in placing concrete around waterstops Carefully work concrete by rodding and vibrating to make sure air and rock pockets have been eliminated Where flat-strip type waterstops are placed horizontally, work concrete under waterstops by hand, making sure air and rock pockets have been eliminated Give concrete surrounding the waterstops additional vibration beyond that used for adjacent concrete placement to assure complete embedment of waterstops in concrete C Concrete in Walls Internally vibrate, ram, stir, or work with suitable appliances, tamping bars, shovels or forked tools until concrete completely fills forms or excavations and closes snugly against all surfaces Do not place subsequent layers of concrete until previously-placed layers have been so worked. Provide vibrators in sufficient numbers,with standby units as required,to accomplish the results specified within 15 minutes after concrete of specified consistency is placed in the forms Keep vibrating heads from contact with form surfaces Take care not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents 3 07 PLACING MASS CONCRETE A Observe the following additional restrictions when placing mass concrete 1 Use specified superplasticizer. 2. Maximum temperature of concrete when deposited 70 degrees F 3 Place in lifts approximately 18 inches thick Extend vibrator heads into previously-placed layer 3.08 REPAIRING SURFACE DEFECTS AND FINISHING A Conform to Section 03300 -Cast-in-Place Concrete 3.09 CURING A Conform to Section 03300 - Cast-in-Place Concrete. 3.10 PROTECTION A Protect concrete against damage until final acceptance by the Owner B Protect fresh concrete from damage due to rain, hail, sleet or snow Provide such protection while the concrete is still plastic and whenever such precipitation is imminent or occumng 5/2013 03310-22 of 23 701 CITY OF PEARLAND STRUCTURAL CONCRETE C Do not backfill around concrete structures or subject them to design loadings until all components of the structure needed to resist the loading are complete and have reached the specified 28-day compressive strength, except as authorized otherwise by the Engineer END OF SECTION 5/2013 03310-23 of 23 702 CITY OF PEARLAND TxDOT SPECIFICATIONS TxDOT SPECIFICATIONS 703 400 Item 400 Excavation and Backfill for Structures I 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,"and • 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" 31 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 15,"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 1 704 400 sewer line is damaged during excavation,and restore the lines when backfilling 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 2 705 400 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 3 706 400 B c - Outside diameter or D d horizontal dimension - D - Inside diameter of pipe 3 27 3" 30" to 60" 4" d - Min bedding material below pipe 2. 66" 6" - : / A1112 in. Min ,- Fine ,Granular -„ i Fill Material ;_;,::. ,r<,:.: 12 in Min ! /. t` / oa ooa Compacted _� 0 2 Bc Min. Maanu iar d /// Compacted Class B / Backfill Conc CLASS A "V A112 in. r 4 z Min. M„r A 7 in. in 111 J',_ 05 B Min c 1 // °p" Shaped 0 7 ' Subgrade CLASS B -4.r-1,01, r-"V".?"1 Or' 'f7'V Min4 A ; in. i Y i JA d ° .,=,� ,�=� Shaped v.�� Subgrade 0 6 B, CLASS C y 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 4 707 400 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 Note 1 #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 5 708 400 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 6 709 400 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 7 710 400 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 Footing Grade from Grade from Plan Grade Plan Grade "Structural Excavation" "Structural Excavation" 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 pnce bid for"Structural Excavation" Over 5 ft up to 10 ft Unit price equal to 125%of unit $12 per cubic yard pnce bid for"Structural Excavation" Over 10 ft In accordance with Article 9 7,"Payment for Extra Work and Force Account Method" 8 711 400 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" 9 712 416 Item 416 Drilled Shaft Foundations w 1. 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,"and • 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 1 713 416 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 5 1 10 <—1% 8-11 <—1 15 <—45 <_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 operations 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 2 714 416 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 3 715 416 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 plans 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 4 716 416 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<_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 5 717 416 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" 6 718 416 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 51 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 7 719 420 Item 420 Concrete Substructures I 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 Elastomenc 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 1 720 420 • 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 420.4 711 ,"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 requirements are met for the operations listed in Section 420 4 1 ,"Schedule Restrictions"Make at least 2 721 420 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 lob-fabricated formwork assuming a weight of 150 pcf for concrete,and 3 722 420 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 AASHTO's Guide Design Specifications for Bndge 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 Tillages 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 4 723 420 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 5 724 420 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" 6 725 420 • 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 7 726 420 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 8 727 420 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 9 728 420 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 10 729 420 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 4 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, "Structural Field Welding,"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 Section 420 4 7 7, "Construction Joints" 11 730 420 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 Nonreinforced Reinforced Pedestal Bearing Seat for Heights Greater Build-up than 3' Minimum 1 1/2" Fr *4 Bars Maximum 3" at t'L Beam I I I I Permissible Construction Joint Figure 1 Section through Bearing Seat Buildups 12 731 420 MOM" Nonreinforced I I Reinforced Bearing Seat Pedestal Build-up I I for Heights — -+ Greater than 3" MIMEO 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 13 732 420 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 4 714,"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 spalling 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 14 733 420 • 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 15 734 420 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 Article 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. 16 735 422 Item 422 Concrete Superstructures U 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 1 736 422 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 to 212°F 2 737 422 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 placing the next stage placement Multiple stages may be placed in a single day if approved by the Engineer of Record 3 738 422 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 Use only material that is inert,non-biodegradable,and nonabsorptive for forms to be left in place 4 739 422 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 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 5 740 422 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 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 6 741 422 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 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 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 7 742 422 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 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 8 743 422 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 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 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 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 9 744 422 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 1/2 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 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 10 745 422 carnage.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 stnkeoff 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 1-112% 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 1-112%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 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 11 746 422 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 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 12 747 422 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 Ill 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 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 13 748 422 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 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 14 749 422 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 welding of new reinforcing steel to existing reinforcing steel,installation of dowels,and cleaning and preparing existing concrete surfaces 15 750 425 Item 425 Precast Prestressed Concrete Structural Members 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," ■ 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,"and • 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 A722,or • steel wire meeting ASTM A421 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-I to 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-tensioning system as required by Item 426,"Post-Tensioning"and as shown on the plans 1 751 425 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 2 752 425 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 career-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,elastomenc 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 3 753 432 Item 432 Riprap 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,"and • 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 nprap 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 nprap 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 nprap 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 nprap 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 1 754 432 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%Size' 50%Size2 8%Size3 (lb) (lb) (lb) Minimum(lb) 12in 200 80-180 30-75 3 15in 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 nprap stone,by weight,is larger and 90%is smaller 2 Defined as that size such that 50%of the total nprap stone,by weight,is larger and 50%is smaller 3 Defined as that size such that 92%of the total nprap 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 nprap 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 nprap 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 1610 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 1316-15 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)/(Gs*62 4*0 85)}113 where D=intermediate axis diameter in in, W=weight of stone in Ibs, 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 3/4" 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 nprap with 7%hydraulic cement by dry weight of the aggregate 2 5 Special Riprap Furnish materials for special riprap according to the plans 2 755 432 3 CONSTRUCTION Dress slopes and protected areas to the line and grade shown on the plans before the placement of nprap Place riprap and toe walls according to details and dimensions shown on the plans or as directed 3 1 Concrete Riprap Reinforce concrete nprap 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 nprap when shown on the plans • Dry Riprap Stone nprap with voids filled with only spalls or small stones • Grouted Riprap.Type R, F,or Common stone nprap with voids grouted after all the stones are in place • Mortared Riprap Type F stone nprap laid and mortared as each stone is placed Use spats and small stones lighter than 25 lb to fill open joints and voids in stone nprap,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 nprap 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 nprap 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 nprap with a stiff broom after grouting 3 756 432 3 2 2 Type F 3 2 2 1 Dry Placement Construct nprap 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 nprap 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 nprap 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 nprap 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 nprap 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 nprap on the filter fabric to produce a reasonably well-graded mass of nprap with the minimum practicable percentage of voids Construct the nprap 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 nprap Place nprap 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 nprap 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 nprap 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 nprap with membrane-curing compound immediately after the finishing operation in accordance with Item 420,"Concrete Substructures" 4 757 432 3 4 Cement-Stabilized Riprap Follow the requirements of the plans and the provisions for concrete nprap except when reinforcement is not required The Engineer will approve the design and mixing of the cement- stabilized nprap 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 nprap will be included in the unit price bid per cubic yard of riprap When bedding is required for protection stone nprap,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 5 758 442 Item 442 Metal for Structures 111 1. DESCRIPTION Provide structural steel,high-strength bolts,forgings,steel castings,iron castings,wrought iron,steel pipe and tubing,aluminum castings and tubing,or other metals used in structures,except reinforcing steel and metal culvert pipe 2. MATERIALS Furnish mill test reports(MTRs),supplemental test documentation,and certifications required by this and other pertinent Items 2 1 Structural Steel The Engineer may sample and test steel in accordance with ASTM A370 2 1 1 Bridge Structures Provide the grade of ASTM A709 steel shown on the plans Grade 50W,50S,or HPS 50W may be substituted for Grade 50 at no additional cost to the Department Use Zone 1 if no AASHTO temperature zone is shown on the plans 2 1 2 Non-Bridge Structures 2 1 2 1 Steel Classifications Provide the types and grades of steel listed in this Section unless otherwise shown on the plans 2 1 2 1 1 Carbon Steel Meet ASTM A36 2 1 2 1 2 Low-Alloy Steel Meet the requirements of one of the following standards • ASTM A529 Grade 50, • ASTM A572 Grade 50 or 55, • ASTM A588, • ASTM A709 Grade 50,50S,50W,or HPS 50W,or • ASTM A992 Specify ASTM A6 supplemental requirement S18,"Maximum Tensile Strength,"for material used for sign, signal,and luminaire supports 2 1 2.2 Impact Testing Tension members and components of the following structure types,if more than 1/2 in thick.Other members designated on the plans must meet the Charpy V-notch(CVN)requirements of Table 1 • base plates for roadway illumination assemblies,traffic signal pole assemblies,high mast illumination poles,camera poles,and overhead sign supports, • pole mounting plates,arm mounting plates,and clamp-on plates for traffic signal pole assemblies, • arm stiffeners,pole gussets,and stiffeners for traffic signal pole long mast arm assemblies(50 ft to 65 ft), • pole shafts,ground sleeves,and handhole frames for high mast illumination poles, • W-columns,tower pipes,multiple-sided shafts,tower pipe and multiple-sided shaft connection plates, chord angles,chord splice plates or angles,and truss bearing angles for truss type overhead sign supports;and 1 759 442 • pipe posts,pipe arms,post and arm flange plates,and handhole frames for monotube overhead sign supports Table 1 CVN Requirements for Non-Bridge Steel Material Thickness Minimum CVN Toughness ASTM A36,A53,A242,A500,A501,A709 Gr 36,any other steel with minimum up to 4" 15 ft-lb at 70°F specified yield point below 40 ksi ASTM A572,1 A588,'A633,1 any other steel up to 2" 15 ft lb at 70°F with minimum specified yield point between over 2"to 4", 15 ft.-lb at 70°F 40 and 65 ksi,inclusive mechanically fastened over 2"to 4",welded 20 ft-lb at 70°F up to 2-1/2" 20 ft.-lb at 50°F Any steel with minimum specified yield point over 2-1/2"to 4", 20 ft-lb at 50°F over 65 ksi and under 90 ksi2 mechanically fastened over 2-1/2"to 4",welded 25 ft-lb at 50°F 1 Reduce the testing temperature by 15°F for each 10-ksi increment or fraction thereof above 65 ksi if the yield point of the material given on the MTR exceeds 65 ksi 2 Reduce the testing temperature by 15°F for each 10-ksi increment or fraction thereof above 85 ksi if the yield point of the material given on the MTR exceeds 85 ksi Use the(H)frequency of testing for material with minimum specified yield point up to 50 ksi.Use the(P) frequency of testing for material with minimum specified yield point over 50 ksi Ensure steel is sampled and tested in accordance with ASTM A673 2 1 3 Other Components 2 1 3 1 Miscellaneous Bridge Components Provide steel that meets ASTM A36,A709 Grade 36,or A500 Grade B for members such as steel bearing components not bid under other Items,steel diaphragms for use with concrete bridges,and armor and finger joints,unless otherwise shown on the plans 2 1 3 2 Shear Connectors and Anchors Provide cold-drawn bars for stud shear connectors,slab anchors,and anchors on armor and finger joints that meet the requirements of ASTM A108,Grade 1010, 1015, 1018,or 1020,either semi-killed or killed,and have the tensile properties given in Table 2 after drawing or finishing Determine tensile properties in accordance with ASTM A370 Table 2 Minimum Tensile Properties for Bar Stock Tensile strength 60 ksi Yield strength 50 ksi Elongation 20%(2") Reduction of area 50% Provide certification from the manufacturer that the studs or anchors as delivered have the required material properties 2 1 3 3 Fasteners.Provide high-strength bolts that meet ASTM A325 or A490 as shown on the plans The Department may sample high-strength bolts,nuts,and washers for structural connections in accordance with Tex-719-I Follow the requirements of Item 447,"Structural Bolting,"for tests,test reports,and supplemental requirements for high-strength bolts,nuts,and washers Use bolts that meet ASTM A307 and nuts that meet ASTM A563 when ASTM A325 or A490 bolts are not shown on the plans 2 1 3 4 Slip-Resistant Deck Plates Furnish steel for deck plates that meets ASTM A786 and one of A242,A588,or A709 Gr.50W State the type and trade name of material to be used on the shop drawings 2 760 442 2 1 3 5 Rail Posts Provide material for rail posts that meets ASTM A36 or ASTM A709 Grade 36 unless otherwise shown on the plans 2 2 Steel Forgings Provide steel forgings for pins,rollers,trunnions,or other forged parts that meet ASTM A668,Class C,D,F,or G,as shown on the plans For pins 4 in or smaller in diameter for non-railroad structures,material that meets ASTM A108,Grades 1016 to 1030,with a minimum yield strength of 36 ksi, may be used instead 2 3 Steel Castings Provide steel castings that meet ASTM A27,Grade 70-36 2 4 Iron Castings Provide iron castings that are true to pattern in form and dimensions,free from pouring faults, sponginess,cracks,blow holes,and other defects in positions affecting their strength and value for the service intended,and meet the standards shown in Table 3 Table 3 Standards for Iron Castings Casting Material ASTM Standard Grade or Class Gray iron A48 35B Malleable iron A47 32510 Ductile iron A536 70-50-05 2 5 Steel Tubing Provide steel tubing that meets ASTM A500,Grade B unless otherwise shown on the plans Tubing that meets API Standard 5L,Grade X52 may be used if produced by a mill listed in the standard API specifications as authorized to produce pipe with the API monogram Hydrostatic tests are not required for API 5L steel,and instead of an MTR,the manufacturer may furnish a certificate for each lot or shipment certifying the tubing meets the requirements of this Section 2 6 Pipe Rail "Pipe"includes special extruded and bent shapes Provide pipe that is rolled,extruded,or cold- pressed from a round pipe or flat plate,and of the section shown on the plans Ensure the design of the cold press and dies results in a pipe of uniform section-free from die marks Cut the pipe to the lengths required once it has been formed to the required section Make the end cuts and notches at the angles to the axis of the pipe required to produce vertical end faces and plumb posts when required by the plans Provide a neat and workmanlike finish when cutting and notching pipe 2 7 Aluminum Provide aluminum materials that meet the standards shown in Table 4 unless otherwise shown on the plans Table 4 Aluminum Standards Material ASTM Standard Alloy-Temper _Castings B108 A444.0-T4 Extrusions B221 6061-T6 Sheet or plate B209 6061-T6 When testing is required,cut test specimens from castings from the lower 14 in of the tension flange,but not at the junction of the rib or base Flatten the curved surfaces before machining Provide standard test specimens in conformance with ASTM E8 3 CONSTRUCTION 3 1 Fabrication,Erection,and Painting Fabricate,weld,and erect structural metal in accordance with Item 441,"Steel Structures,"Item 447,"Structural Bolting,"Item 448,"Structural Field Welding,"and the applicable AWS welding code Paint in accordance with Item 446,"Field Cleaning and Painting Steel" Aluminum or galvanized steel members do not require painting unless otherwise shown on the plans 3 2 Galvanizing Galvanize fabricated steel items,steel castings,bolts,nuts,screws,washers,and other miscellaneous hardware in accordance with Item 445,"Galvanizing"Galvanizing is not required unless specified 3 761 442 4. MEASUREMENT This Item will be measured by the pound of structural metal furnished and placed in a complete structure not including the weight of erection bolts,paint,or weld metal 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 The maximum percent variance from the plans quantity will be as given in Table 5 Table 5 Percent Variance Quantity Variance Over 1,000,000 lb 1/2% 100,000 through 1,000,000 lb 1% Under 100,000 lb 1-1/2% If the requests for increases in sizes or weights of members are approved,measurement will be made on the sizes or weights shown on the plans Castings,bearing plates,anchor bolts,drains,deck plates,armor and finger joints,and other metal for which no separate measurement is specified will be included in the total quantity of structural steel The weights of rolled materials(such as structural shapes and plate)will be computed on the basis of nominal weights and dimensions using measurements shown on the plans Deductions will not be made for material that is removed for copes,clips,planing,or weld preparation The weight of castings will be computed from the dimensions shown on the approved shop drawings Shoes will be measured by the weights shown on the plans Weight of high-strength fasteners will be based on Table 6 Weight of other metal will be based on Table 7 Splices will be measured as follows • No additional weight will be allowed for weld metal in a welded splice • Where a bolted splice is permitted as an alternate for a welded splice,measurement will be made on the basis of a welded splice • Where a bolted splice is required,the weight of the splice material,bolt heads,washers,and nuts will be measured with no deduction for holes Table 6 Pay Weight for High-Strength Fasteners,Pounds per Hundred Units Diameter Item Bolt heads Nuts Washers 3/4" 15 19 4 8 7/8" 23 30 7 0 • 1" 32 43 9.4 1-1/8" 45 59 11 1-1/4" 64 79 14 Table 7 Pay Weight for Metals Material Weight(Ib.lcu in) Steel 0 2836 Cast iron 0 2604 Wrought iron 0 2777 4 762 442 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"Structural Steel"of the type(Rolled Beam, Plate Girder,Tub Girder, Box Girder,Railroad Through-Girder, Railroad Deck-Girder,Miscellaneous Bridge, Miscellaneous Non-Bridge)specified This price is full compensation for materials,fabrication,transportation, erection,paint,painting,galvanizing,equipment,tools,labor,and incidentals 5 763 450 Item 450 Railing 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 • Item 421,"Hydraulic Cement Concrete," • Item 440,"Reinforcement for Concrete," • Item 441,"Steel Structures," • Item 442,"Metal for Structures," • Item 445,"Galvanizing,"and • Item 540,"Metal Beam Guard Fence" Provide an approved Type III,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 1 764 450 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 2 765 450 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 3 766 450 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 4 767 454 Item 454 Bridge Expansion Joints MLR 1. DESCRIPTION Furnish and install bridge expansion joints 2. MATERIALS Provide materials in accordance with the requirements of the following Items • Item 442,"Metal for Structures," • DMS-6140,"Polymer Concrete for Bridge Joint Systems," • DMS-6310,"Joint Sealants and Fillers,"and • ASTM D5973 Use primers recommended by the manufacturer of the sealant when required Use backer rods compatible with the sealant that do not react or bond together 3. CONSTRUCTION Place expansion joints to conform to the finished grade of the roadway surface Set the joint opening at the dimension shown on the plans for 70°F,adjusted for the temperature at the time of installation Place the seal for the full length of the joint for sealed joint openings and,when required,extend it into the parapet wall on the low side or sides of the bridge 3 1 Sealed Expansion Joint(SEJ) Choose an approved joint system that conforms to the joint type and the design requirements shown on the plans Secure each side of the joint by welding it to the adjacent reinforcing steel or other attachments as approved Remove any connection holding the joint halves together immediately after each joint half is secured in place Install the neoprene seal as a continuous piece to form a watertight seal. 3 2 Armor Joint Place steel armor plates as shown on the plans Secure each side of the joint by welding it to adjacent reinforcing steel or other attachments as approved Remove any connection holding joint halves together immediately after each joint half is secured in place Seal the joint when specified Abrasive blast clean the vertical faces of the steel plates where the sealant will be in contact to remove all visible rust,paint,mill scale,and other forms of contamination,leaving a white metal appearance Clean the concrete in contact with the sealant by an approved method in accordance with the manufacturer's specifications before placing sealant After cleaning,air blast the joint to remove all dust Place sealant in accordance with the manufacturer's specifications and as shown on the plans Repair damage to paint protection system above the seal when shown on the plans for steel armor plates to be painted 3 3 Header-Type Expansion Joint Meet with the manufacturer's representative and the Engineer to discuss the required installation procedures of the materials before beginning the work Perform the work in accordance with the manufacturer's printed instructions and as discussed in the meeting Additionally,the Engineer may request the presence of the manufacturer's representative for additional training if work personnel are not adequately following manufacturer's installation directions 3 3 1 Header Provide an approved polymer concrete from DMS-6140,"Polymer Concrete for Bridge Joint Systems"Create the required void in the concrete surface or asphalt overlay to accept the header material 1 768 454 in accordance with the details shown on the plans Extend the depth of the void in the asphalt overlay to sound concrete Remove any unsound steel or concrete and repair concrete in accordance with Item 429, "Concrete Structure Repair,"and Item 785,"Bridge Joint Repair or Replacement"Use header material as repair material only when approved Clean the voided region of all materials that could inhibit the bond between the header material and concrete or steel Form the joint opening to the required width shown on the plans Place materials once approved. Place material on a clean,sound,and dry base when the ambient temperature is at least 45°F and rising or as required by the manufacturer Do not place material on wet substrate or when raining Cure for the duration required by the manufacturer's data sheets before opening to traffic Tool or grind the upper corner of the header adjacent to the opening to a 1/4-in radius 3 3 2 Sealant Provide an approved Class 1 or Class 7 joint sealant from DMS-6310,"Joint Sealants and Fillers" unless otherwise shown on the plans Clean the joint opening of forming material,existing seal,and other material that will inhibit the bond between the header material and the sealant.Abrasive blast clean surfaces in contact with the sealant.Place an approved backer rod and the sealant as shown on the plans Place sealant primer and sealant when ambient temperature is rising and is between 55°F and 85°F to provide for adequate joint opening and compression of the sealant during curing 4. MEASUREMENT Sealed expansion joints and armor joints will be measured by the foot Header-type expansion joints will be measured by the foot or by the cubic foot of header material and foot of sealant Length measurement will be along the centerline of the joint at the surface of the roadway and up into the parapet Calculate volume for header-type expansion joints using the length and width shown on the plans and the header depth measured in place Sealed expansion joints and armor joints are 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"Sealed Expansion Joint"of the size(minimum total movement capacity)and designation specified,"Armor Joint,""Armor Joint(With Seal),"and"Header-Type Expansion Joint."Sealing the joint will be subsidiary to these items with the exception of the header-type expansion joint when the header is paid for by volume measurement This price is full compensation for furnishing and installing the joint systems including steel,and for materials,tools,equipment,labor,and incidentals If volume measurement for the header material is specified,the header material will be paid for at the unit price bid for"Header-Type Expansion Joint"and the sealant will be paid for at the unit price bid for"Joint Sealant"This price is full compensation for furnishing and installing the joint systems and for materials,tools, equipment,labor,and incidentals 2 769 506 Item 506 Temporary Erosion, Sedimentation, 111 and Environmental Controls 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,"and • 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 1 770 506 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 1 25 lb per foot 2 7 2 Fence Provide orange construction fencing as approved. 2 7 3 Fence Wire Provide 14 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 2 771 506 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 25 lb per foot 2 9 3 Net Reinforcement Provide net reinforcement of at least 12 5 gauge(SWG)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 CRPE who 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 how to improve the effectiveness of control measures Attend the Department's preconstruction conference 3 772 506 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 4 773 506 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 5 774 506 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 nprap 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 6 775 506 4 4 4 2 Short-Term 4 4 4 21 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,or to steel posts with T-clips,in at least 4 places equally spaced unless otherwise shown on the plans Sewn 7 776 506 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 8 777 506 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 21 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, 9 778 506 • 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 size specified.This price is full compensation for furnishing 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" 10 779 506 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 Sediment 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 obliterate 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 11 780 506 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 12 781 528 Item 528 Colored Textured Concrete and Landscape Pavers ■ 1. DESCRIPTION 1 1 Colored Textured Concrete Furnish and place colored textured concrete 1 2 Landscape Pavers Furnish and install landscape pavers 1 3 Landscape Pavers(Furnished) Landscape pavers will be furnished by the Department Load and transport from the location shown on the plans to the project,and install 1 4 Remove,Store,and Relay Landscape Pavers Remove,store,and relay landscape pavers as shown on the plans or as directed Furnish and lay replacement pavers 2 MATERIALS 2 1 Colored Textured Concrete Furnish materials in accordance with the following • Item 420,"Concrete Substructures" • Item 421,"Hydraulic Cement Concrete" • Item 440,"Reinforcement for Concrete" Use Class A concrete unless otherwise shown on the plans When approved,use fibers listed on the Department's MPL or fibers meeting the requirements of DMS-4550, "Fibers for Concrete,"to replace reinforcing steel in Class A concrete Use approved dry-shake color hardener or integral concrete colorant shown on the plans Provide colored wax as a curing membrane meeting the requirements of ASTM C309 or as shown on the plans 2 2 Landscape Pavers Furnish materials in accordance with the details shown on the plans and the following • Item 132,"Embankment" • Item 247,"Flexible Base" • Item 275,"Cement Treatment(Road-Mixed)" • Item 401,"Flowable Backfill" • Item 421,"Hydraulic Cement Concrete" 2 2 1 Pavers. Furnish pavers meeting the requirements of ASTM C936, made using normal-weight aggregates conforming to ASTM C33,and conforming to the shape,color,laying pattern,and dimensions shown on the plans Furnish certification from the manufacturer stating that the interlocking paving units have been tested and meet all the requirements of ASTM C936 Furnish additional paving units when required for testing by the Department 2 2 2 Bedding Sand Furnish fine aggregate as specified in Item 421,"Hydraulic Cement Concrete,"with the gradation given in Table 1 Table 1 Bedding Sand Gradation Sieve Size _ Percent Passing 3/8" 100 #4 85-100 #100 10-30 1 782 528 Spread the sand at a uniform moisture content of 3%to 7% Protect the sand against rain if it is stockpiled on-site before spreading 2 2 3. Joint-Filling Sand Meet the requirements for bedding sand,except with the gradation given in Table 2 Table 2 Joint-Filling Sand Gradation Sieve Size Percent Passing #4 100 #8 90-100 #16 60-100 #30 25-70 #50 10-30 #100 2-15 #200 Less than 10 3. CONSTRUCTION 3 1 Colored Textured Concrete Prepare for approval a 9-sq ft,3-in thick specimen for each color,pattern, and texture required before beginning work Prepare the subgrade, base,or both in accordance with the plans and pertinent Items Place and screed concrete to the proper grade and wood-float to a uniform surface,in accordance with Item 420,"Concrete Substructures" Apply colorant in accordance with the manufacturer's recommendations Apply dry-shake color hardener,if used,evenly to the plastic surface,following the manufacturer's directions Use at least 65 lb per 12 square yard Apply in 2 separate applications and wood-float after each application Trowel only after the final floating Place dies with a repetitive pattern on the concrete surface and hand-tamp to create the required texture or imprint shown on the plans Use a brick pattern if no texture is specified Apply colored curing and finishing compound in accordance with the manufacturer's directions 3 2 Landscape Pavers 3 2 1 Removing and Relaying Existing Pavers Exercise care when removing existing pavers,making an effort to remove the pavers with minimal damage Removal by mechanical means is allowed unless otherwise shown on the plans Ensure that any removed pavers remain in good,reusable condition Dispose of stained or damaged pavers Palletize reusable pavers and completely wrap the pavers and pallets with plastic to protect during storage Safeguard the pavers from theft and/or vandalism while the Contract is in progress Deliver salvageable excess pavers to a stockpile location on the project unless otherwise shown on the plans Dispose of unsalvageable pavers in accordance with federal,state,and local regulations Replace any pavers deemed unusable with new materials as necessary and as directed Remove paver units damaged during compaction and replace with pavers of equivalent size,shape,and color 3 2 2 Base Installation Perform excavation and embankment work for the subgrade Replace unsuitable material encountered in the subgrade and compact to a uniform grade Stabilize subgrade if specified Place and compact the base to ordinary compaction requirements in accordance with the pertinent Item,and to the depth specified on the plans Grade the base surface so that the finished grade of the pavers meets the requirements shown on the plans 3 2 3 Bedding Sand Installation.Screed a layer of uncompacted sand to a depth of 1 to 1-1/2 in over the compacted base Do not use bedding sand for leveling Maintain the spread sand in a loose condition and protect against precompaction before and after screeding Protect screeded sand against accidental precompaction,including compaction by rain or dew.Loosen precompacted sand or screeded sand in advance of the laying face only to an extent to which paving will be 2 783 528 completed that day Lightly screed the sand in a loose condition to the predetermined depth slightly ahead of laying the paving units 3 2 4 Paver Installation Place paving units on an uncompacted,screeded sand bed to the required laying pattern shown on the plans Align all joints and provide nominal 1/8-in gaps between adjacent units Place the first row to abut an edge restraint with a gap of 1/8 in Place at a suitable angle to the edge restraint to achieve the required visual orientation of paving units in the completed pavement Lay full-size units in each row first,followed by closure units consisting of at least 25%of a full unit Cut units using a power saw To fill smaller edge spaces,use a grout mix matching the color of the pavers that consists of 1 part hydraulic cement to 2 parts concrete sand Use cement and sand that meet Item 421,"Hydraulic Cement Concrete" Do not allow construction traffic on pavers during installation and compaction 3 2 5 Paver Compaction Provide a high-frequency,low-amplitude mechanical flat plate vibrator compactor with a plate area large enough to cover at least 12 paving units and that can deliver a 3,500-to 5,000-lb centrifugal compaction force Compact paving units immediately after placement to achieve consolidation of the sand bedding before any traffic is allowed Bring to design levels and profiles by at least 2 passes of the plate compactor. Do not compact within 3 ft of the laying face.Continue compaction until lipping has been eliminated between the adjoining units Compact all work to within 3 ft of the laying face at the completion of each work day Spread joint-filling sand as soon as practical after compaction but in all cases before the termination of each work day, before acceptance of the day's work,and before permitting construction traffic Allow joint-filling sand to dry,and then sweep to fill the joints Compact the pavers and joint-filling sand with a single pass of the compactor 4. MEASUREMENT This Item will be measured by the square yard Removed pavers to be relayed,salvaged,or disposed of will be measured by the square yard in their original position Replacement pavers will be measured by the square yard in the final position of replacement pavers 5 PAYMENT Excavation and embankment will not be paid for directly but will be subsidiary to this Item unless otherwise shown on the plans 5 1 Colored Textured Concrete The work performed and measured as provided under"Measurement"will be paid for at the unit price bid for"Colored Textured Concrete"of the thickness specified.This price is full compensation for surface preparation of subgrade and base,furnishing,placing,finishing,and curing colored,textured concrete,and equipment,labor,materials,tools,and incidentals Preparation of approval specimens will not be paid for directly but will be considered subsidiary to this Item Base under colored textured concrete will be paid for under pertinent Items unless otherwise shown on the plans 5 2 Landscape Pavers The work performed and measured as provided under"Measurement"will be paid for at the unit price bid for"Landscape Pavers"This price is full compensation for furnishing,placing,and compacting pavers,bedding and joint-filling sand,and equipment,labor, materials,tools,and incidentals Paver units damaged during compaction will be replaced at the Contractor's expense Base required for landscape pavers will not be paid for directly but will be subsidiary to this Item 3 784 528 5 3 Landscape Pavers(Furnished) The work performed and measured as provided under"Measurement"will be paid for at the unit price bid for"Landscape Pavers(Furnished)"This price is full compensation for loading and transporting,placing,and compacting pavers, bedding and joint-filling sand,and equipment, labor,materials,tools,and incidentals Paver units damaged during loading,transport,or compaction will be replaced at the Contractor's expense Base required for landscape pavers will not be paid for directly but will be subsidiary to this Item 5 4 Removing and Relaying Existing Pavers The work performed and measured as provided under "Measurement"will be paid for at the unit price bid for in accordance with"Remove and Relay Pavers"and "Replacement Pavers"Base required for landscape pavers will not be paid for directly but will be subsidiary to this Item Paver units damaged during removal,loading,transport,or compaction will be replaced at the Contractor's expense 5 4 1 Remove and Relay Pavers Removing and relaying pavers will be paid for at the unit price for"Remove and Relay Landscape Pavers"This price is full compensation for removing and storing pavers,placing and compacting salvaged pavers,preparing bedding,bedding and joint-filling sand,stockpiling salvaged pavers, disposing of pavers,and equipment, labor,materials,tools,and incidentals 5 4 2 Replacement Pavers Furnishing and placement of replacement pavers will be paid for at the unit price bid for"Replacement Pavers"This price is full compensation for furnishing replacement pavers,placing and compacting pavers,preparing bedding,bedding and joint-filling sand,and equipment,labor,materials,tools, and incidentals 4 785 540 Item 540 Metal Beam Guard Fence I 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 Thne 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 fabricated Treat all exposed post surfaces caused by the field fabrication in accordance with Section 445 3.5,"Repairs" 1 786 540 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,"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 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 driven.Thoroughly tamp loosened soil around the post,fill voids with suitable material,and thoroughly compact to the density of adjacent undisturbed material 2 787 540 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 Thne 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 Thne 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 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 3 788 540 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 Thne 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,Thne 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 Thne 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 4 789 544 Item 544 Guardrail End Treatments 111 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 1 790 618 Item 618 Conduit 1.16 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 • 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 1 791 618 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 nprap,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,nprap,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 2 792 672 Item 672 Raised Pavement Markers 111 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, II-A-A,and II-C-R • Traffic Buttons DMS-4300,"Traffic Buttons,"types I-A, I-C, I-R, II-A-A, II-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 • 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 IN 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 II—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 1 793 672 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 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 2 794 672 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 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 3 795 677 Item 677 Eliminating Existing Pavement Markings and Markers 1. DESCRIPTION Eliminate existing pavement markings and raised pavement markers(RPMs) 2. MATERIALS Furnish surface treatment materials in accordance with the following Items • Item 300,"Asphalts,Oils,and Emulsions" • Item 302,"Aggregates for Surface Treatments" • Item 316,"Seal Coat" Use approved patching materials for repairing damaged surfaces Use a commercial abrasive blasting medium capable of producing the specified surface cleanliness Use potable water when water is required 3. EQUIPMENT Furnish and maintain equipment in good working condition Use moisture and oil traps in air compression equipment to remove all contaminants from the blasting air and prevent the deposition of moisture,oil,or other contaminants on the roadway surface 4. CONSTRUCTION Eliminate existing pavement markings and markers on both concrete and asphaltic surfaces in such a manner that color and texture contrast of the pavement surface will be held to a minimum Remove all markings and markers with minimal damage to the roadway to the satisfaction of the Engineer Repair damage to asphaltic surfaces,such as spalling,shelling,etc,greater than 1/4 in deep resulting from the removal of pavement markings and markers Dispose of markers in accordance with federal,state,and local regulations Use any of the following methods unless otherwise shown on the plans 4 1 Surface Treatment Method Apply surface treatment material at rates shown on the plans,or as directed Place a surface treatment a minimum of 2 ft wide to cover the existing marking Place a surface treatment, thin overlay,or microsurfacing a minimum of one lane in width in areas where directional changes of traffic are involved or other areas as directed 4 2 Burn Method Use an approved burning method For thermoplastic pavement markings or prefabricated pavement markings,heat may be applied to remove the bulk of the marking material before blast cleaning When using heat,avoid spalling pavement surfaces Sweeping or light blast cleaning may be used to remove minor residue 4 3 Blasting Method Use a blasting method such as water blasting,abrasive blasting,water abrasive blasting, shot blasting,slurry blasting,water-injected abrasive blasting,or brush blasting as approved Remove pavement markings on concrete surfaces by a blasting method 1 796 677 4 4 Mechanical Method Use any mechanical method except grinding Flail milling is acceptable in the removal of markings on asphalt and concrete surfaces 5 MEASUREMENT This Item will be measured by each word,symbol,or shape eliminated,by the foot of marking eliminated,or by any other unit shown on the plans 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 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"Eliminating Existing Pavement Markings and Markers" of the type and width as applicable This price is full compensation for the elimination method used and materials,equipment,tools,labor,and incidentals Removal of RPMs will not be paid for directly but will be subsidiary to the pertinent bid items 2 797 3021 Special Specification 3021 Concrete Pavement Wide Flange Terminals 1 DESCRIPTION Construct wide flange terminals for concrete pavement 2. MATERIALS Furnish materials conforming to the following • Item 360,"Concrete Pavement," • Item 421,"Hydraulic Cement Concrete," • 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 798 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 799 6120 Special Specification 6120 Dead End Roadway Barricade 1. DESCRIPTION Furnish and install dead end roadway barricades at the locations shown on the plans,in accordance with this specification,or as directed 2. CONSTRUCTION Construct and install dead end roadway barricades as detailed on Traffic Operations Division Standard Sheet,"Delineator and Object Marker Placement Details"(D&OM),or as shown on the plans Construct and install signs and chevrons,when shown on the plans,in accordance with Traffic Operations Division Standard Sheet,"Delineator and Object Marker Placement Details"(D&OM),or as shown on the plans 3. MEASUREMENT This Item will be measured by the foot of dead end roadway barricade assembly complete in place 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"Dead End Roadway Barricade"This price is full compensation for furnishing materials including object markers,and for labor,tools,equipment,hauling and incidentals necessary to complete the work Signs,sign supports,and chevrons,when shown on the plans,will be paid for under Item 644,"Small Roadside Sign Assemblies" 1 -1 06-15 Statewide 800 CITY OF PEARLAND APPENDIX A APPENDIX A GEOTECH REPORT 801 Geotechnical Evaluation Bailey Road Lanes 3 & 4 Veterans Drive to State Highway 35 Pearland, Texas Freese & Nichols, Inc. 11200 Broadway Street, Suite 2320 I Houston, Texas 77584 March 17, 2021 I Project No. 700992001 gamma • 1111 rim • 044 • I Environmental I Construction Inspection &Testing I Forensic Engineering & Expert Witness Geophysics Engineering Geology I Laboratory Testing I Industrial Hygiene I Occupational Safety I Air Quality I GIS 802 March 17, 2021 Project No. 700992001 Mr. Ron Bavarian, PE Freese & Nichols, Inc. 11200 Broadway Street, Suite 2320 Pearland, Texas 77584 Subject Geotechnical Evaluation Bailey Road Lanes 3 &4 Veterans Drive to State Highway 35 Pearland, Texas Dear Mr Bavarian In accordance with our proposal dated April 4, 2019 and the Subconsultant Authorization dated October 17, 2019, Ninyo & Moore has performed a geotechnical evaluation for the above referenced project. The attached report presents our methodology, findings, geotechnical considerations, and recommendations for design and construction of the project We appreciate the opportunity to be of service to you during this phase of the project Sincerely, NINYO & MOORE TBPE Firm No F-9782 Richard J. Whitt, PE Jay T Sunderwala, PE Senior Engineer Managing Principal Engineer RJW/JTS/Is 3/17/2021 2313 W Sam Houston Pkwy North, Ste 119 I Houston, Texas 77043 I p. 713 973 8400 I www ninyoandmoore corn 803 CONTENTS 1 INTRODUCTION 1 2 SCOPE OF SERVICES 1 3 PROPOSED CONSTRUCTION 1 4 SITE DESCRIPTION 2 5 FIELD EXPLORATION 2 6 LABORATORY TESTING 4 7 GEOLOGY AND SUBSURFACE CONDITIONS 4 7 1 Geologic Setting 4 7.2 Subsurface Conditions 5 7.2 1 Fill Soils 5 7.2.2 Beaumont Formation 5 7 3 Depth-to-Water 6 8 GEOLOGIC HAZARDS 7 8.1 Surface Faulting 7 8.2 Seismic Design Considerations 7 9 GEOTECHNICAL CONSIDERATIONS 8 10 RECOMMENDATIONS 8 10.1 Earthwork 8 10 1 1 Existing Fill Conditions 9 10 1 2 Site Preparation 9 10 1 3 Wet Weather Conditions 10 10.1.4 Excavations 10 10.1.5 Stability of Temporary Excavation Slopes 11 10.1.6 Temporary Shoring 12 10.1.7 Bottom Stability and Dewatering 13 10.1.8 Pipe Bedding and Trench Backfill 14 10 1 9 Trenches in Roadways and Other Paved Areas 14 10 1 10 Re-use of Excavated Materials 15 10 1 11 Fill Placement and Compaction 15 10 1 12 Site Drainage 15 10.2 Bridge Foundation Recommendations 16 Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 i 804 10 2 1 Axial Group Effects 16 10 2 2 Allowable Uplift Resistance 17 10 2 3 Settlement Consideration 17 10 2 4 Negative Skin Friction 17 10 2 5 Lateral Load Capacity 17 10 2 6 Drilled Shaft Construction Considerations 19 10.3 Retaining Walls 20 10.4 Pavement Recommendations 21 10 4 1 Design Pavement Section 21 10 4 2 Pavement Subgrade Preparation 22 10.4.2.1 Lime Treatment 22 10 4 2 2 Lime Fly-Ash Treatment 23 10.5 Concrete 23 10.6 Corrosion 23 10.7 Pre-Construction Conference 24 10 8 Construction Observation and Testing 25 11 LIMITATIONS 25 12 REFERENCES 27 TABLES 1 —Boring Location Summary 3 2 — Depth-to-Water 6 3 — 2018 International Building Code Seismic Design Criteria 7 4 — Summary of Compaction Recommendations 15 5 — L-Pile Input Parameters for Lateral Analysis (Borings B-1 & B-2) 18 6 — L-Pile Input Parameters for Lateral Analysis (Borings B-3 thru B-5) 18 7 — Lateral Earth Pressures for Retaining Walls 21 8 — Corrosivity Test Results 24 FIGURES 1 - Site Location 2 — Boring Locations Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 ii 805 APPENDICES A— Boring Logs B — Laboratory Testing C — Drilled Shaft Capacity Curves Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 iii 806 1 INTRODUCTION In accordance with our proposal dated April 4, 2019 and the Subconsultant Authorization dated October 17, 2019, Ninyo & Moore has performed a geotechnical evaluation for the proposed expansion of Bailey Road in Pearland, Texas (Figure 1) The purpose of our evaluation was to assess the subsurface conditions along the alignment in order to provide geotechnical recommendations for design and construction of the project This report presents the results of our evaluation, geotechnical considerations, and geotechnical design parameters for the planned roadway, bridge, retaining walls, culvert, and storm sewer. 2 SCOPE OF SERVICES Our scope of services included the following • Reviewing published geologic literature in our library, including maps and reports pertaining to the project site and vicinity • Conducting a visual reconnaissance of the site, marking out boring locations, and notifying Texas811 of the boring locations prior to drilling • Drilling, logging, and sampling 11 exploratory soil borings in general accordance with TxDOT guidelines to depths of about 20 to 95 feet below the existing ground surface (bgs) • Performing laboratory tests on selected samples obtained from our borings to evaluate the in-situ moisture content, percent of particles finer than No 200 sieve,Atterberg limits, strength tests, California Bearing Ratio (CBR), and corrosivity testing • Compiling the collected data and performing engineering analyses. • Preparing this engineering report presenting our findings, geotechnical considerations, and recommendations for design and construction of the project Our scope of services did not include environmental consulting services such as hazardous waste sampling or analytical testing at the site In addition, a fault study was beyond the scope of this study If needed, a scope and fee for these services can be provided 3 PROPOSED CONSTRUCTION The City of Pearland plans to expand Bailey Road from two to four lanes between Veterans Drive and approximately 600 feet west of State Highway (SH) 35 (South Main Street), a distance of approximately 6,000 linear feet (LF) The planned construction consists of two additional lanes to the south of the existing roadway, a new bridge over the BNSF railroad, retaining walls, culverts, and storm sewers Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 1 807 The bndge will be approximately 900 feet long with 231/2 feet of clearance above the railroad. The embankments at the planned bridge approaches were previously built as part of the original bridge construction Retaining walls up to about 5 feet in height may be constructed along the southern edge of the embankment The project is also proposed to include rerouting about 2,000 feet of Cowarts Creek to two parallel 8-foot by 5-foot reinforced concrete box (RCB) culverts to the south of the new roadway A storm sewer is also planned along the portion of the alignment east of the BNSF railroad We understand the bridge will be designed in general accordance with Texas Department of Transportation (TxDOT) Houston District guidelines Traffic loading information for the new roadway was not available for this report We have assumed the pavement will be built in accordance with Fort Bend County minimum requirements 4 SITE DESCRIPTION The project alignment extends along the south side of existing Bailey Road.At the time of our field exploration, the proposed alignment generally consisted of grass-covered land. Existing embankments are located at the planned bridge abutments From Veterans Drive to Wells Drive, the existing roadway is bordered to the south by Cowarts Creek The bottom of channel was about 8 feet below the top of pavement at the western end According to the United States Geological Survey (USGS) Pearland, Texas, 7.5-Minute Topographic Quadrangle Map (2019) and topographic survey by the CL Davis Company, dated December 12, 2019, the elevation along the alignment generally ranges from approximately 44 to 49 feet relative to mean sea level (MSL) The elevation of the embankments at the planned abutments is approximately 67 feet Based on the information presented on this topographic quadrangle map, the topography in the vicinity of the site generally slopes down to the south-southeast Historical aerial photographs dated 1944 through 2019 generally depict the project alignment as undeveloped agricultural land. From 2002 through 2006, a pond is depicted northeast of the present-day western abutment (adjacent to Boring B-2). The existing roadway and bridge are first depicted in 2008 5 FIELD EXPLORATION From November 5 through November 21, 2019, Ninyo&Moore performed a subsurface exploration at the site in order to evaluate the subsurface conditions and to collect soil samples for laboratory Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 2 808 testing The field exploration was performed in general accordance with the TxDOT Geotechnical Manual (2018) Our evaluation consisted of drilling, logging, and sampling 11 exploratory soil borings, denoted B-1 through B-11 (Figure 2) Borings B-1 and B-5 through B-8 were drilled using a truck-mounted drill rig, while the remaining borings were drilled utilizing an all-terrain vehicle (ATV) mounted drilling rig Both rigs were equipped with straight-flight augers and rotary wash equipment Table 1 below presents the purpose and depth of each soil boring at the site Table 1 —Boring Location Summary Approximate Boring Approximate Approximate Ground Approximate No. Purpose Surface Boring Station (feet) Offset (feet) Elevation Depth (feet) (feet) B-1 Bridge Abutment 47+37 15 21 98' RT 65 5 95 B-2 Bridge 49+71 98 24 51' RT 45 6 75 B-3 Bridge 51+30 19 16 64' RT 45 2 75 B-4 Bridge 54+44.48 31.64' RT 44.1 75 B-5 Bridge Abutment 57+08 12 14 62' RT 64 8 95 B-6 Roadway 64+24.57 19 78' RT 46 3 20 B-7 Roadway 71+94 31 17 62' RT 47 6 20 B-8 Roadway 41+09.78 18.87' RT 47.3 20 B-9 Roadway and Culvert 33+27 52 11 43' RT 47 5 20 B-10 Roadway and Culvert 25+92 22 1 78' RT 48 3 20 B-11 Roadway and Culvert 18+29 05 28 42' RT 46 7 20 Note Stations and ground surface elevations were provided by the CL Davis Company in the survey dated December 12 2019 Texas Cone Penetration (TCP)tests were performed in general accordance with TxDOT procedure Tex-132-E (2014) at intervals specified in the TxDOT Geotechnical Manual (2018) In addition, soil samples were collected at selected intervals and were logged in general accordance with American Society of Testing Materials (ASTM) D 2488 Relatively undisturbed samples of cohesive soils were collected at regular intervals by hydraulically pushing Shelby tube samplers A pocket penetrometer was used to approximate the unconfined compressive strength as an indicator of soil consistency for intact cohesive samples Disturbed soil samples were collected using a split-spoon sampler A bulk sample of the surficial samples was obtained in the vicinity of Boring B-6. The boring excavations were backfilled with soil cuttings upon conclusion of our fieldwork Brief descriptions of field sampling procedures used are presented on Figure A-1, Explanation of Field Sampling Procedures, in Appendix A of this report Descriptions of the soils observed in our Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 3 809 borings are presented on boring logs in Appendix A, prepared using the TxDOT WinCore computer program 6 LABORATORY TESTING The soil samples collected from our drilling activities were transported to our laboratory for geotechnical laboratory testing Selected samples were visually classified and tested to evaluate their engineering properties as a basis for developing design recommendations and construction considerations for the project To aid in classifying the subsurface materials and to evaluate the general engineering characteristics, natural moisture content tests (ASTM D2216), Atterberg limit tests (ASTM D4318 Method B), percent of particles finer than No 200 sieve (ASTM D1140), unconfined compression tests (ASTM D2166), and unconsolidated undrained triaxial compression tests (ASTM D2850)were performed on selected samples. Brief descriptions of laboratory test procedures used are presented on Figure B-1, Methods of Laboratory Testing, in Appendix B Individual test results are presented either on the boring logs in Appendix A or on summaries of laboratory test results on Figures B-2 through B-4 in Appendix B Tests of Laboratory Compaction Characteristics (Standard Proctor) and California Bearing Ratio (CBR) were performed on the bulk subgrade soil sample in accordance with ASTM D698 and D1883, respectively Test results are presented on Figures B-5 and B-6, respectively, in Appendix B Results indicate that the CBR value for the subgrade material is approximately 4 4 at 95 percent compaction The corrosivity potential of site soils was evaluated through tests of soil pH (EPA Test Method 9045C), resistivity (ASTM G57), and soluble sulfates and chlorides content (EPA Test Method 9056A) The results of these tests are discussed in Section 10 6 7 GEOLOGY AND SUBSURFACE CONDITIONS The geology and subsurface conditions at the site are described in the following sections 7.1 Geologic Setting The site is located in the West Gulf Coastal Plain Province of the Atlantic Plain Physiographic Region This province extends from the southern tip of Texas along the Gulf Coast to the Mississippi Alluvial Plain to the east. This physiographic region is characterized as a gently sloping plain with gentle rolling hills Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 4 810 The Geologic Atlas of Texas, Houston Sheet (1982) describes the surficial geology of the site as the Mid-Pleistocene Age (approximately 750,000 years old) Beaumont Formation The Beaumont Formation is heterogeneous, containing interlayered deposits of clay, sand, and silt In this area, the Beaumont Formation is described by the Geologic Atlas as predominantly clay and mud with low permeability, high compressibility, high to very high shrink-swell potential, low shear strength, and high plasticity. According to the United States Department of Agriculture (USDA) Web Soil Survey, the native surficial soils along the project alignment primarily consist of Lake Charles clay These soils typically exhibit high to very high plasticity 7.2 Subsurface Conditions Our understanding of the subsurface conditions at the project site is based on the results of our field exploration, laboratory tests, and our experience 7.2.1 Fill Soils Borings B-1 and B-5 were performed on the existing embankment and encountered about 22 feet of fat clay (CH) fill soils The portion of the fill from about 6 to 17 feet bgs had been treated with lime. Fat clay (CH) fill soils with varying sand fractions were also encountered in Boring B-4 to a depth of about 2 feet bgs and in Borings B-6 through B-11 to about 4 to 6 feet bgs 7.2.2 Beaumont Formation Naturally-deposited soils from the Beaumont Formation were observed underlying the fill soils, and from the ground surface in Borings B-2 and B-3, and extended to the boring termination depths In general, these alluvial soils included strata of both cohesive and cohesionless soils Cohesive soils included fat clays (CH), lean clays (CL), and silty clays (CL-ML) with varying sand fractions Non-cohesive soils included silts (ML)with varying sand fractions, clayey sands (SC), silty sands (SM), and poorly graded sands with silt (SP-SM) More detailed stratigraphic information is presented on the boring logs in Appendix A The boring logs contain our field and laboratory test results, as well as our interpretation of conditions believed to exist between actual samples retrieved Therefore, these boring logs contain both factual and interpretive information Lines delineating subsurface strata on the boring logs are intended to group soils having similar engineering properties and characteristics They should be considered Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 5 811 approximate, as the actual transition between soil types (strata) may be gradual A key to the soil symbols and terms used on the boring logs is provided in Appendix A 7.3 Depth-to-Water The borings were initially drilled using dry-auger techniques in an attempt to measure depth-to-water in the open boreholes Free water was encountered during dry drilling in each of our borings, except Boring B-6 and B-7, at depths of ranging from 13 to 36 feet bgs Due to the presence of caving soils, mud rotary methods were used in Borings B-1 through B-5 after groundwater was encountered. Because this drilling method introduces water and drilling mud into the boreholes, end-of-drilling water level readings were not performed in these borings The depths where free water was observed in each boring are indicated below in Table 2 Table 2 — Depth-to-Water Delayed Water Level Ground Depth-to-Water During (about 20 minutes after Boring Surface Boring Depth Drilling (feet) first observation) No. Elevation (feet) (feet) (feet) Depth Elevation Depth Elevation B-1 66 95 30 36 281/4 371/4 B-2 46 75 13 33 7 39 B-3 45 75 13 32 9% 35'/z B-4 44 75 18 26 6 38 B-5 65 95 36 29 28 37 B-6 46 20 Not Observed N/A 7 (24 hr.) 39 B-7 48 20 Not Observed N/A N/A N/A B-8 47 20 20 27 10 37 B-9 47% 20 17'/2 30 9% 38 B-10 48 20 18 30 11 37 B-11 47 20 17 30 7 40 Fluctuations in groundwater may occur as a function of seasonal moisture variation, temperature, and groundwater withdrawal Future construction activities may alter the surface and subsurface drainage characteristics of this site In addition, perched groundwater could be encountered at the site, particularly after periods of heavy precipitation The Contractor should be prepared for shallow groundwater conditions at the site Nonyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 6 812 8 GEOLOGIC HAZARDS The following sections describe potential geologic hazards at the site, including faulting and seismicity 8.1 Surface Faulting A fault study was not part of our scope of work for this project Based on a review of published geologic data in our library, a fault related to the Hawkins Salt Dome is depicted in the vicinity of the eastern abutment of the bridge on a map by O'Neill &Van Siclen (1984) However, other maps we reviewed, including the United States Geological Survey (USGS) map of Principal Faulting in the Houston, Texas Metropolitan Area (2005), do not depict this fault. We recommend a professional geologist specializing in fault studies be consulted If there is fault in the vicinity, it should be checked for interaction with the structures (existing and proposed) and potential settlements evaluated If desired, Ninyo & Moore can provide a scope and fee for a fault study by a professional geologist 8.2 Seismic Design Considerations Design of the proposed improvements should be performed in accordance with the requirements of the governing jurisdictions and applicable building codes. Table 3 presents the seismic design parameters for the site in accordance with the 2018 International Building Code (IBC) guidelines and adjusted maximum considered earthquake spectral response acceleration parameters evaluated using the web-based Structural Engineers Association of California (SEAOC) Seismic Design Map tool Table 3 — 2018 International Building Code Seismic Design Criteria Site Coefficients and Spectral Response Acceleration Parameters Values Site Class D Site Coefficient, Fa 1 6 Site Coefficient, F, 2 4 Mapped Spectral Acceleration at 0 2-second Period, SS 0 066 g Mapped Spectral Acceleration at 1 0-second Period, Si 0 038 g Spectral Acceleration at 0 2-second Period Adjusted for Site Class, SMs 0 106 g Spectral Acceleration at 1 0-second Period Adjusted for Site Class, SM1 0 091 g Design Spectral Response Acceleration at 0 2-second Period, SDS 0 070 g Design Spectral Response Acceleration at 1.0-second Period, SDI 0.061 g Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 7 813 9 GEOTECHNICAL CONSIDERATIONS Based on the results of our subsurface evaluation, laboratory testing, and data analysis, the proposed construction is feasible from a geotechnical standpoint, provided the recommendations in this report are incorporated into the design and construction of the project Geotechnical considerations include the following. • Due to the widely spaced nature of our soil borings, soil conditions that differ from what were encountered in our borings may be encountered during construction • Undocumented fill soils were observed in nine of our 11 borings With the exception of the two borings drilled on the existing embankments, the fill encountered in the boings generally extended to about 2 to 6 feet below existing grade. • Conventional earthmoving construction equipment may be used • Earthwork contractors should be made aware of the moisture sensitivity of the near-surface clayey soils and potential compaction difficulties • Free groundwater was encountered in nine of our 11 borings during dry drilling at Elevations 26 to 36 feet MSL and rose to Elevation 35%to 40 feet Relatively shallow groundwater and/or perched water may be encountered by the Contractor during construction. • Due to the presence of granular soils as shallow as 8 feet bgs and the potential for groundwater, care should be taken prior to excavation The Contractor is responsible for evaluating the depth of groundwater at the time of construction, the need for shoring, and the need for dewatering prior to commencing any excavation • The majority of the onsite soils may be used as general fill for mass grading and utility trench backfill 10 RECOMMENDATIONS The following sections present our geotechnical recommendations and were developed based on our understanding of the proposed construction, the observed subsurface conditions, and our experience If the proposed construction is changed from that discussed herein or subsurface conditions other than those shown on the Boring Logs (Appendix A) are observed at the time of construction, Ninyo & Moore should be retained to conduct a review of the new information and to evaluate the need for additional recommendations 10.1 Earthwork The following sections present our earthwork recommendations for this project In general, City of Pearland construction standards and specifications are expected to apply, unless otherwise noted Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 8 814 10.1.1 Existing Fill Conditions As discussed in Section 7 2 1, undocumented fill soils were observed in nine of our 11 bonngs The fill soils were generally encountered to depths ranging from about 2 to 6 feet bgs, except for the two borings drilled on the existing embankments, in which the fill extended to depths of about 22 feet bgs Fill soils may also be present in other areas along the alignment In practice, it is relatively difficult to accurately delineate fill soils that have similar visual characteristics to the native soils Therefore, the recorded fill depths should be considered estimates and may vary somewhat from the actual fill depths In areas supporting retaining walls, existing fill materials remaining after excavation to design subgrade elevation should be completely removed to expose suitable firm native soils and replaced with engineered fill in accordance with the recommendations in Section 10 1 11 General fill with a plasticity index (PI) comparable to that of the native clay is appropriate for fill below the design subgrade elevation In pavement areas, we recommend the exposed surface be proofrolled in accordance with Section 10 1 2 and observed by the Geotechnical Engineer-of-Record Any soft or wet areas observed should be overexcavated Following proofrolling, the upper 6 inches of the surface should be scarified, moisture-conditioned, and compacted as described in Section 10 1 11 Following the scarification of the surface, the previously removed soils may be replaced in a moisture conditioned and compacted manner as described in Section 10.1.11, provided they are free of organic material, construction debris, or other non-soil materials Side slopes associated with this operation should be sloped at inclinations no steeper than 3 1 (horizontal to vertical) to reduce any abrupt changes in fill thickness and should extend 5 feet, or more, laterally beyond the edge of pavement. 10 1.2 Site Preparation Prior to placing any fill or pavements the following guidelines should be followed • After conclusion of stripping, clearing, grubbing, and root-raking and prior to placement of any fill soils, the exposed subgrade should be evaluated by proofrolling The proofrolling should be accomplished with a pneumatic-tired roller, dump truck, or similar equipment weighing approximately 20 tons and observed by the Geotechnical Engineer-of-Record or the Engineer's designated representative Any soft or weak areas observed during proofrolling should be removed and replaced with material compacted as outlined in Section 10 1 11 • After the proofrolling process and prior to placing any fill, the exposed subgrade should then be scarified to a depth of 6 inches or more and recompacted as outlined in Section 101 11 Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 9 815 • Obstructions that extend below finish grade, if any, should be removed and the resulting holes filled with compacted soil Root balls remaining from tree removal operations should be removed and the resulting voids be filled with compacted engineered fill The root balls should be removed as early as possible prior to construction to allow the ground to reach a new equilibrium for the moisture content Due to the nature of the surficial soils, traffic of heavy equipment (including heavy compaction equipment) may create pumping and general deterioration of shallow soils Therefore, some construction difficulties should be anticipated, especially during periods when these soils are saturated. 10.1.3 Wet Weather Conditions Due to the nature of the surficial soils, traffic of heavy equipment (including heavy compaction equipment) may create pumping and general deterioration of shallow soils Therefore, some construction difficulties should be anticipated, especially during periods when these soils are saturated Earthwork contractors should be made aware of the moisture sensitivity of the near-surface clayey soils and potential compaction difficulties If construction is undertaken during wet weather conditions, the surficial soils may become saturated, soft, and unworkable Drying or overexcavation of these materials will be needed prior to filling Drainage trenches within the soils to be excavated, reworked, and/or recompacted may be needed Additionally, subgrade stabilization techniques, such as chemical (lime or lime-flyash) treatment, may be needed to provide a more weather-resistant working surface during construction We recommend consideration be given to construction during drier months Alternatively, the Contractor should protect exposed areas once existing pavement and/or surficial soils have been stripped, as well as provide positive drainage during earthwork operations. 10.1.4 Excavations Our evaluation of the excavation characteristics of the onsite materials is based on the results of our exploratory borings, site observations, and experience with similar materials Due to the heterogeneous nature of the project area soils, and the relatively wide spacing between our borings, soils different than those encountered in our borings should be anticipated during construction In our opinion, excavations at this site may be performed using conventional heavy-duty earthmoving and excavation equipment. Equipment and procedures should be used that do not cause significant disturbance to the excavation bottoms Excavators and backhoes with buckets having large claws to loosen the Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 10 816 soil should be avoided when excavating the last 6 to 12 inches of the excavations The bottoms of trench excavations should expose competent soils and should be dry and free of loose, soft, or disturbed soil.Any soft, wet, or weak soils or deleterious materials should be overexcavated to expose strong competent soils Free groundwater was encountered in our borings as shallow as 6 feet bgs The Contractor should anticipate encountering shallow groundwater and/or perched water during construction This may result in difficulty achieving compaction of the soil, subgrade pumping, etc during earthwork activities Wet or saturated soils at the excavation bases may soften under the action of light equipment and foot traffic. Drying or overexcavation of these materials may be appropriate prior to filling If the subgrade becomes disturbed, it should be compacted before placing the backfill material The sides of open-cut excavations should be sloped back and/or shored, as discussed in Sections 10 1 5 and 10 1 6, respectively Dewatering is discussed in Section 10 1 7 10.1.5 Stability of Temporary Excavation Slopes Excavations that are 20 feet deep or less can be constructed using sloped sides designed based on the soil types encountered in accordance with current applicable state and federal trenching guidelines, including the Occupational Safety and Health Administration (OSHA) requirements for excavations Excavations over 20 feet deep should be designed by the Contractor's engineer based on alignment-specific geotechnical analyses and settlement-sensitive features Based on the soil conditions at the site, we recommend that an OSHA "Type B" soil classification be used for planning purposes for excavations in clay. This corresponds to temporary slopes of 1 1 (horizontal vertical) However, if groundwater seepage or granular soils are encountered, an OSHA"Type C" soil classification should be used This corresponds to temporary slopes of 1.1 (horizontal. vertical). An OSHA "Type C" soil classification should also be used for excavations below a depth of 15 feet Upon excavation, soil classifications should be evaluated in the field by the Contractor's geotechnical consultant in accordance with OSHA regulations Flatter slopes or bracing may be needed if excessive sloughing or raveling is observed. If material is stored or equipment is operated near an excavation, flatter slopes or stronger shoring should be used to resist the extra pressure due to superimposed loads Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 11 817 Temporary excavations that encounter groundwater seepage or surface runoff may need shoring or dewatering Excavations encountering seepage should be evaluated on a case-by-case basis 10.1.6 Temporary Shoring Based on the observed soil and free water conditions, and considering the close proximity of the existing roadway and underground utilities along portions of the alignment, it may be preferable to shore or brace trenches in lieu of sloping back the sides. Temporary earth retention systems may include braced systems, such as trench boxes or shields with internal supports, or cantilever systems (such as, for example, soldier piles and lagging) The Contractor should retain a qualified and experienced structural engineer to design any shoring system The Contractor's engineer should evaluate the adequacy of the shoring based on the soil parameters presented in this report and make appropriate modifications to their design Trench boxes may be used within relatively shallow excavations, however, trench boxes may not be a viable alternative for relatively deep excavations In addition, if loose, non-cohesive soils and relatively shallow groundwater are encountered, excavations may not stand open long enough to install the trench boxes in these areas The Contractor should be prepared to deal with these soil conditions and plan accordingly Because the walls of trench boxes are generally not in intimate contact with the trench side walls, lateral movement along the trench excavation should be anticipated. Trench boxes with walls that hydraulically expand and come into intimate contact with excavation side walls should reduce lateral movement but may still result in some shifting of the adjacent soil Once installed, some sloughing is possible at the ends of the trench box, therefore, any loose material should be removed prior to backfilling of the excavation We anticipate that settlement of the ground surface may occur behind shoring systems during excavation due to lateral movement of the retained material Such movement will depend on the type and relative stiffness of the system used and other factors beyond the scope of this study We recommend that existing utilities, pavements, and structures in the vicinity of the planned excavation be evaluated prior to construction with regard to their ability to withstand anticipated horizontal and vertical movements associated with a shored excavation The Contractor's engineer should perform a deflection analysis for the proposed shoring system If movements exceed the tolerance of existing project features (utilities, pavements, structures, Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 12 818 etc.), alternative shoring systems employing the at-rest earth pressure, tiebacks, dead-man anchors, or cross-bracing may be needed to reduce deflections to acceptable levels Possible causes of settlement that should be addressed include (but are not limited to) excavation, construction vibrations, dewatenng, and removal of the shoring system We recommend that shoring installation be evaluated carefully by the Contractor prior to construction and that ground vibration and settlement monitoring be performed during construction 10.1.7 Bottom Stability and Dewatering As discussed above, free water was observed in our borings as shallow as 6 feet bgs.As such, we anticipate excavations for the planned storm sewers may extend below the observed free water depth In addition, saturated non-cohesive soils (i e sands and silts) may be encountered within the depth of excavations The Contractor should be made aware of the potential for encountering groundwater during construction and that a dewatenng operation may need to be implemented. The depth of groundwater and the need for dewatenng should be evaluated by the Contractor prior to beginning any excavation. Typically, the Contractor is responsible for designing, installing and maintaining the dewatenng system Dewatenng systems should be designed, installed, and monitored by qualified personnel familiar with dewatenng soils in the Houston Area The stability of the bottom of excavations is dependent on the excavation geometry, soil strength parameters of the bearing soils, and the presence of groundwater The bottom of an excavation in cohesionless soils is susceptible to "blow out" conditions when groundwater is present. Instability and quick conditions can occur when excavations approach charged granular layers without dewatenng In addition, if a saturated sand or silt layer is situated beneath a clay layer, seepage pressures within the clay layer at the bottom of an excavation will result in unstable ground conditions These conditions may endanger workers and equipment We recommend groundwater levels be kept 5 feet or more below the bottom of excavations In addition, we recommend the use of an independent back-up system whenever workers are in or nearby excavations needing dewatenng. Dewatenng operations should be continued until backfilling operations are concluded, in order to reduce the potential for hydrostatic uplift ("floating") of the pipe Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 13 819 10.1.8 Pipe Bedding and Trench Backfill Pipe bedding and trench backfill materials should meet any requirements specified by the City of Pearland Trench backfill as discussed herein refers to the material placed above the pipe zone/bedding backfill material Based on the results of our study, the majority of the onsite soils should be suitable for use as trench backfill in non-pavement areas Suitable fill should not include organic material, construction debris, or other non-soil fill materials Clay lumps and rock particles should not be larger than 6 inches in dimension Fill materials in contact with ferrous metals should also have low corrosion potential (minimum resistivity more than 2,000 ohm-cm, chloride content less than 25 parts per million [ppm]) Fill material in contact with concrete should have a soluble sulfate content of less than 0 1 percent Additional testing should be performed by the Contractor prior to importation or placement of backfill soils Lift thickness for backfill will be dependent upon the type of compaction equipment used, but should generally be placed in lifts not exceeding 8 inches in loose thickness such that each lift is firm and non-yielding under the weight of construction equipment Special care should be exercised to avoid damaging the pipe or other structures during the compaction of the backfill 10.1.9 Trenches in Roadways and Other Paved Areas Trenches in City of Pearland roadways are not anticipated for this project However, in accordance with City of Pearland specifications, any trenches in City roadways should be backfilled with cement-stabilized sand (CSS) The CSS should generally be placed in 8-inch-thick loose lifts such that each lift is firm and non-yielding under the weight of construction equipment It should be compacted to 95 percent or more of the standard Proctor maximum dry density (ASTM D 558) Where the planned alignment crosses private access drives, the trench may be backfilled with CSS or general fill comparable to the existing subgrade soils and compacted as discussed in Section 10.1 11. If CSS is used beneath flexible (asphalt) pavement sections, the CSS should be capped with 12 inches or more of flexible base material to reduce the potential for reflective cracking Replacement pavement should generally match the existing pavement section In areas where the existing pavement section includes chemically treated subgrade soils and the replacement Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 14 820 area does not allow sufficient space for chemical treatment, the chemically-treated subgrade should be replaced with an equivalent thickness of CSS (for rigid pavements) or flexible base material (for asphalt pavements) 10.1.10 Re-use of Excavated Materials Based on laboratory test results and our general observations, the majority of the onsite soils may be re-used as general fill for mass grading and trench backfill at the site provided they are free of deleterious materials Suitable fill should not include organic material, construction debris, or other non-soil fill materials Clay lumps and rock particles should not be larger than 6 inches in dimension. This material should be disposed of offsite or in non-structural areas Fill materials in contact with ferrous metals should also have low corrosion potential (minimum resistivity more than 2,000 ohm-cm, chloride content less than 25 parts per million [ppm]) Fill material in contact with concrete should have a soluble sulfate content of less than 0 1 percent The Geotechnical Engineer-of-Record should evaluate such materials and details of their placement prior to importation 10 1.11 Fill Placement and Compaction Fill soils, as well as scarified subgrade soils, should be moisture conditioned within the moisture range shown below in Table 4 and mechanically compacted to the percent compaction shown Fill should generally be placed in 8-inch-thick loose lifts such that each lift is firm and non-yielding under the weight of construction equipment Suitable fill soils should not contain organic material, construction debris, or other non-soil materials Table 4 — Summary of Compaction Recommendations Description Percent Compaction' Moisture Content2 General Fill — Clay3 95 or more -1% to +3% General Fill — Sand 95 or more -2% to +2% Lime or Lime-Fly Ash Treated Subgrade 95 or more -1% to +3% Note 'Percent compaction is the ratio of in-situ density and the maximum dry density by ASTM D 698 2The range shown refers to the optimum moisture content by ASTM D 698 3Clayey soils used as fill should be processed so that particles or clods are no more than 6 inches in diameter prior to compaction 10.1.12 Site Drainage Surface drainage should be provided to divert water away from the paved surfaces. Positive drainage is defined as a slope of 2 or more percent for a distance of 5 or more feet Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 15 821 10 2 Bridge Foundation Recommendations We understand that the new bridge structure will be supported on 36-inch-diameter straight-sided drilled shaft foundations in order to be consistent with the design of the existing bridge. The following sections present our recommendations for design and construction of the bridge foundations The allowable axial capacity of 36-inch-diameter shafts (and the shaft tip elevation for an arbitrary 200-ton design load) was calculated using the TxDOT WinCore (Version 3 3) computer program The WinCore software was developed by TxDOT to compute shaft capacities based on design methods in the TxDOT Geotechnical Manual (2018) Allowable axial capacity curves (for compression) are presented in Appendix C for Borings B-1 through B-5 TxDOT Houston District suggests that where drilled shafts are located between two test borings, the weaker boring should be used for calculating capacity Our design curves neglect the side friction resistance of the top 8 feet (from finished grade), in order to account for seasonal moisture change, and (for Borings B-1 and B-5)the skin friction along the portion of the drilled shaft embedded within the embankment Our recommendations do not account for erosion or scour We recommend the Structural Engineer account for erosion and/or scour effects in their design, if any In accordance with TxDOT Houston District (1988, 2018, and undated)guidelines for drilled shafts, nominal unit skin friction values were multiplied by a soil reduction factor of 0.7 and were then capped at 1 25 tons per square foot (tsf) to address effects of soil disturbance during construction Based on the guidelines for drilled shafts with diameters more than 24 inches, the contribution of end bearing was considered in design, but the allowable end bearing value was capped at 2 tsf 10.2.1 Axial Group Effects The overall allowable axial load carrying capacity of a group of drilled shafts in some cases is less than the sum of the individual allowable capacities A reduction in the individual shaft capacity to allow for group effects is usually not needed for shafts having a center-to-center spacing of three or more shaft diameters The reduction in individual capacity depends on many factors including the configuration of the group, number of shafts in the group, shaft size, the depth of installation, and spacing. We recommend that drilled shafts be spaced three shaft diameters (center-to-center) or more to reduce substantial axial group effects If shafts are spaced closer, we should review the design and comment on axial group effects after receiving authorization for the additional services Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 16 822 10.2.2 Allowable Uplift Resistance Resistance to uplift forces exerted on the drilled, straight-sided shafts will be provided by the sustained compressive axial force (dead load) plus the allowable uplift resistance provided by the soil The resistance provided by the soil depends on the shear strength of the soils adjacent to the pier shaft and below the depth of the active zone The allowable uplift resistance provided by the soils at this site may be estimated using 2/3 of the allowable axial compressive side shear resistance (without point bearing) presented in Appendix C 10.2.3 Settlement Consideration A detailed settlement analysis for drilled shaft foundations was beyond the scope of this study However, based on our experience, we expect settlements to be less than 1-inch for installed individual, isolated drilled shafts designed with an appropriate factor of safety and constructed in accordance with the recommendations presented herein 10.2.4 Negative Skin Friction Drilled shafts placed within embankment fill soils may be subject to negative skin friction, or "down-drag," as a result of the settlement and/or consolidation of the soils surrounding the shaft. As the soils consolidate, they translate "negative" or "downward" shear forces on the shaft. Because the existing embankments were constructed in 2007, the potential for future settlement of the soils at the abutments is likely low 10.2.5 Lateral Load Capacity Resistance to lateral loads and the expected shaft behavior under the applied loading conditions will depend not only on subsurface conditions, but also on loading conditions, the shaft diameter, and the engineering properties of the shaft materials Once the design structural loading is known, and preliminary shaft sizes, concrete strength, and reinforcement have been determined, the trial sizes should be analyzed to evaluate the resulting lateral deflection, bending moment, and point of fixity A trial and error procedure may be used to appropriately size the piers and meet project tolerances This type of analysis is typically performed utilizing a computer analysis program such as L-Pile L-Pile Input parameters for lateral analysis were developed based on the field and lab results and L-Pile 2015 Technical Manual The soil parameters are presented below in Tables 5 and 6 Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 17 823 Table 5 — L-Pile Input Parameters for Lateral Analysis (Borings B-1 & B-2) Undrained Lateral Unit Friction Strain Sub grade Elevation Material p-y Curve Weight Shear Angle at 50')/0g (feet MSL) Type Strength Modulus (pci) (pcf) (psf) (°) (to/in) Static Cyclic 69-46 Clay Fill Stiff Clay 120 2,500 - 0 005 1,000(2) 400(2) (Embankment) (Reese) 46 to 37 Clay Stiff Clay 120 2,000 - 0 007 500 200 (Reese) 37 to 19 Sand Sand 60 - 30 - 60 60 (Reese) 19 to 5 Sand Sand 60 - 32 - 125 125 (Reese) 5 to -3 Silt Sand 60 - 28 - 60 60 (Reese) -3 to -23 Clay Stiff Clay 60 3,500 - 0.004 1,000 400 (Reese) -23 to -30 Sand Sand 60 32 - 125 125 (Reese) Note 'A reduced value of lateral subgrade modulus should be used for the upper 5 feet to account for construction disturbance and limited overburden pressure 2To be used when lateral loads are acting towards(into)the embankment A reduced lateral subgrade modulus of 50 pci should be used for lateral loads acting away from the embankment Table 6 — L-Pile Input Parameters for Lateral Analysis (Borings B-3 thru B-5) Undrained Lateral Unit Friction Strain Sub rade Elevation p-y Curve Shear o g (feet MSL) Material Type Weight Strength Angle at 50/o Modulus (pci) (pcf) (°) (in/in) - (psf) Static Cyclic 69 -45 Clay Fill Stiff Clay 120 2,500 - 0.005 1,000(2) 400(2) (Embankment) (Reese) 45 to 23 Clay Stiff Clay 120 1,500 - 0 007 500 200 (Reese) 23 to 3 Clay Stiff Clay 60 2,500 - - 1,000 400 (Reese) 3 to -17 Sand Sand 60 - 32 - 125 125 (Reese) -17 to -24 Clay Stiff Clay 60 3,000 - 0 005 1,000 400 (Reese) -24 to -30 Sand Sand 60 - 32 - 125 125 (Reese) Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 18 824 Table 6 — L-Pile Input Parameters for Lateral Analysis (Borings B-3 thru B-5) Unit Undrained Friction Strain Lateral Elevation Material p-y Curve Weight Shear Angle at 50% Subgrade (feet MSL) Type Strength Modulus (pci) (in/in) (psf) (o) Static Cyclic Note: 'A reduced value of lateral subgrade modulus should be used for the upper 5 feet to account for construction disturbance and limited overburden pressure 2To be used when lateral loads are acting towards(into)the embankment A reduced lateral subgrade modulus of 50 pci should be used for lateral loads acting away from the embankment Individual, isolated shafts are representative of a free-head condition A group of shafts structurally tied together with pinned connections (nominal embedment) is close to free-head condition. If the shafts of the group are connected with a rigid concrete cap and an embedment of 18 inches or more of shaft into the cap, it is more closely representative of a fixed head condition On the basis of the final foundation design, the Structural Engineer should determine the most representative condition 10.2.6 Drilled Shaft Construction Considerations Our evaluation of the excavation characteristics of the onsite materials is based on the results of our exploratory borings, site observations, and experience with similar materials In our opinion, excavation of the observed onsite materials can generally be accomplished with heavy duty drilling equipment Excavations below the observed groundwater level should anticipate the use of full length temporary casings and/or slurry methods to advance the shafts to target depths We recommend field observations and evaluation of the subgrade soils be made during construction by the Geotechnical Engineer-of-Record (or qualified representative)to check that our design assumptions are correct, adequate bearing material has been reached and that the bearing surface has been suitably cleaned This evaluation can typically be done from the surface In the event that the slurry method is used, the geotechnical consultant should evaluate the slurry process, excavation depths, etc For slurry construction, a tremie pipe connected either to a hopper or concrete pump should be used to displace the slurry water in the drilled shaft excavation upwards as the concrete is placed If this method is used, detailed procedures should be submitted by the contractor for review and approval by the Geotechnical Engineer-of-Record Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 19 825 10.3 Retaining Walls Conventional concrete cantilever retaining walls should be supported on shallow footings Footings should bear on native soils at a depth of 2 feet or more below the toe of the wall and may be designed using an allowable bearing pressure of 2,000 psf.This value may be increased by a factor of 1/3 for transient loads, such as wind and seismic Continuous (strip)footings should have a width of 18 inches or more. The footings should be reinforced in accordance with the Structural Engineer's recommendations. Foundation excavations should be protected against any significant change in soil moisture content and disturbance by construction activity The retaining walls should be designed to resist lateral earth pressures due to the retained soils and surcharge loads The magnitude of lateral earth pressure against retaining walls is dependent on the method of backfill placement, type of backfill, drainage provisions, and type of wall (i e rigid or yielding) after placement of the backfill Retaining walls that are not restrained from movement at the top and have a level backfill behind the wall may be designed using the "active" equivalent fluid unit weights The "at-rest"equivalent fluid unit weights represent earth pressures against walls that are restrained at the top or braced so that they cannot yield We recommend measures be taken so that moisture does not build up behind retaining walls Drainage measures should include free-draining backfill material and perforated drainpipes or weep holes. Free draining granular fill material should consist of clean, non-plastic, '/2- to 3/-inch drain rock with less than 10 percent finer than the No 200 sieve size The drain rock and pipe should be wrapped in a geotextile, such as Mirafi 140N or equivalent To reduce surface water seepage into the free draining granular backfill, the top 1-foot of the backfill should consist of onsite clay soil with a plasticity index 25 or more Table 7 presents equivalent fluid pressures for different backfill soil types These values assume that compaction within about 5 feet of the wall will be accomplished with relatively light compaction equipment and that drainage measures discussed above will be implemented behind the walls such that hydrostatic forces will not develop. Retaining walls should be designed to resist horizontal surcharge loads due to vertical pressures induced by adjacent light loads, slab, traffic loads, plus any adjacent footing loads Factors of safety were not applied to the active, at-rest, or passive earth pressures presented Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 20 826 Table 7 — Lateral Earth Pressures for Retaining Walls Approximate Equivalent Backfill Material Unit Weight (pcf) Condition Fluid Pressure' (pcf) At-rest (Ka) 80 Onsite Clay Soils 125 Active (Ka) 60 Passive (Kr) 250 Note 1The equivalent fluid pressures assume drainage behind the wall to reduce the potential for hydrostatic pressure For passive resistance to lateral loads, the appropriate equivalent fluid pressure provided in Table 7 for passive conditions may be used. However, the passive pressure should be limited to no more than 2,000 psf at depth The passive resistance values may be increased by one-third when considering loads of short duration, such as wind or seismic forces We recommend the upper 12 inches of soil not protected by pavement or a concrete slab be neglected when calculating passive resistance For frictional resistance to lateral loads, we recommend that a coefficient of friction of 0.25 be used between soil and concrete If passive and frictional resistances are to be used in combination, we recommend the friction resistance be reduced by one-half 10.4 Pavement Recommendations We understand that Portland cement concrete (PCC) pavement is planned for the project roadway A traffic load analysis was not available at the time of our evaluation As such, the following recommendations are based on the results of our laboratory testing, our experience in the area, and minimum design pavement sections in the City of Pearland (COP) Engineering Design Criteria Manual (October 2020) 10.4.1 Design Pavement Section As outlined in the COP Design Manual and shown on COP Standard Detail COP-PAV1 (January 2020), PCC pavement for a major thoroughfare should consist of 10 inches of PCC over 8 inches of lime-treated subgrade Reinforcement should consist of No 6 reinforcing bars placed no more than 18 inches on-center(each way) in the middle 1/3 of slab height Concrete pavement should include crack control, construction, and/or expansion joints as deemed appropriate by the Civil Engineer Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 21 827 10.4 2 Pavement Subgrade Preparation After finished subgrade elevation is achieved, the exposed surface should be scarified to a depth of 8 inches. Then, the scarified soils should be chemically treated as described below and compacted to 95 percent or more of standard Proctor maximum dry density (ASTM D698) and within the range of 1 percent below to 3 percentage points above the material's optimum moisture content Based on the borings performed for this study, the pavement subgrade will generally consist of cohesive soils Lime treatment should be used in areas where cohesive soils are exposed at design subgrade elevation. If non-cohesive soils are exposed, lime-fly ash should be used We recommend that the decision regarding use of lime-fly ash in lieu of lime be made during construction based on the materials exposed at finished subgrade The following recommendations regarding quantities of lime (or lime-flyash)to be used are for design estimates only The actual rate of application for the subgrade treatment (lime or lime/flyash) should be determined by laboratory testing during construction.As specified in the COP Design Manual, treatment procedures should extend 2 feet or more beyond the edge of the pavement to reduce effects of seasonal shrinking and swelling upon the edges of pavement. 10 4 2 1 Lime Treatment Lime treatment for cohesive soils should be done in accordance with COP Standard Specifications, Item 02335 For estimating purposes, we recommend 8 to 10 percent lime by dry soil weight be assumed For construction purposes, we recommend that the optimum lime content of the subgrade soils be evaluated by laboratory testing In accordance with the COP Design Manual, if a PI of 15 or less cannot be obtained, sufficient lime should be added for the treated soils to obtain a pH of 12 4 The soil and lime should be thoroughly blended for the lime treatment to be effective Following the mixing activities, the lime-treated soils should be moisture conditioned and compacted to 95 percent relative compaction, per ASTM D 698, at a moisture content 1 percent below to 3 percentage points above the material's optimum moisture content. Additional laboratory testing should be conducted prior to construction to evaluate the site for soluble sulfate content The soluble sulfate content for the soils should be no more than 0.1 percent by weight Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 22 828 10 4 2 2 Lime-Fly Ash Treatment In cohesionless or semi-cohesionless soils, lime-fly ash should be used to treat the subgrade soils Lime-fly ash treatment should be in accordance with the TxDOT Standard Specifications, Item 265 A sufficient quantity of hydrated lime and fly ash should be mixed with the subgrade soils For estimating purposes, we recommend that 3 percent lime and 8 percent fly ash by dry soil weight be assumed for treatment. Lime-fly ash treated subgrade soils should be compacted to 95 percent, or more, relative compaction as evaluated by ASTM D 698 at a moisture content 1 percent below to 3 percentage points above the material's optimum moisture content 10.5 Concrete We recommend the use of Type II cement for construction of concrete structures for this project Due to potential uncertainties as to the use of reclaimed irrigation water, or topsoil that may contain higher sulfate contents, pozzolan or admixtures designed to increase sulfate resistance may be considered The Civil Engineer should select the concrete design strength and the water-cement ratio based on the project specific loading conditions. A concrete strength of 3,500 psi or more is specified for pavement in the City of Pearland Engineering Design Criteria Manual (2020) Higher strength concrete may be selected for increased capacity, durability, and/or resistance to shrinkage cracking The concrete should have a ratio of water to cementitious materials no more than 0 50 by weight for normal weight aggregate concrete 10.6 Corrosion The corrosion potential of the onsite materials was analyzed to evaluate its potential effect on the foundations and structures Corrosion potential was evaluated using the results of laboratory testing of three samples obtained during our subsurface evaluation that was considered representative of soils at the subject site Laboratory testing consisted of pH, electrical resistivity, and chloride and soluble sulfate contents The results of the corrosively tests are presented below in Table 8. Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 23 829 Table 8 — Corrosivity Test Results Boring Depth Resistivity Soluble Soluble No. (feet) Type of Material (saturated) pH Chlorides Sulfates (ohm-cm) (ppm) (ppm) B-6 1 to 3 Fat Clay 1,160 7 28 63 9 81 2 B-8 1 to 3 Fat Clay 1,240 8 51 26 5 26 2 B-10 1 to 3 Fat Clay 799 7 89 54 2 28 5 Based on the findings of studies presented in Palmer (1989), the results of resistivity tests presented in the table above indicate that the corrosion potential for buried metal utility lines is anticipated to vary from severely to very severely corrosive As such, we recommend metal utility lines be protected against corrosion and a corrosion engineer be consulted regarding corrosion protection for any underground metallic structures at this site Acidity, as indicated by pH, is another important factor of soil. The lower the pH (the more acidic the environment), the higher will be the corrosivity with respect to buried metallic and concrete structures When in contact with Portland cement concrete, acid will attack the exposed surface and be neutralized by the alkalinity of the concrete As pH increases above 7 (the neutral value), conditions become increasingly more alkaline and passive to buried steel structures Based on the test results, the tested soils were mildly alkaline The majority of solid materials contain some amount of salts as their constituents These soils are soluble, i e , they can dissolve in water and become ions. Some of these ions are aggressive, such as chlorides and to a lesser degree sulfates The presence of large amounts of chloride and sulfate indicate increased soil corrosivity Based upon the guidelines of Palmer (1989), concentration of chloride and sulfate ions in excess of 0 01% and 0 1% (by weight), respectively, are considered indicative of accelerated corrosion The soluble chlorides and soluble sulfates test results do not exceed these values According to the Concrete Pipe Handbook (1988), the "relative degree of sulfate attack" on underground concrete structures is "negligible" 10.7 Pre-Construction Conference We recommend that a pre-construction conference be held Representatives of the Owner, Civil Engineer, Geotechnical Engineer, and the Contractor should be in attendance to discuss the project plans and schedule Our office should be notified if the project description included herein is incorrect, or if the project characteristics are significantly changed Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 24 830 10.8 Construction Observation and Testing During construction operations, we recommend that a qualified geotechnical consultant perform observation and testing services for the project These services should be performed to evaluate exposed subgrade conditions, including the extent and depth of overexcavation, to evaluate the suitability of proposed borrow materials for use as fill and to observe placement and test compaction of fill soils If another geotechnical consultant is selected to perform observation and testing services for the project, we request that the selected consultant provide a letter to the owner, with a copy to Ninyo & Moore, indicating that they fully understand our recommendations and they are in full agreement with the recommendations contained in this report Qualified subcontractors utilizing appropriate techniques and construction materials should perform construction of the proposed improvements 11 LIMITATIONS The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical report have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area No warranty, expressed or implied, is made regarding the conclusions, recommendations, and opinions presented in this report There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not observed or described in this report may be encountered during construction. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration Additional subsurface evaluation will be performed upon request Please also note that our evaluation was limited to assessment of the geotechnical aspects of the project, and did not include evaluation of structural issues, environmental concerns, or the presence of hazardous materials This document is intended to be used only in its entirety No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. Ninyo& Moore should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document This report is intended for design purposes only It does not provide sufficient data to prepare an accurate bid by contractors It is suggested that the bidders and their geotechnical consultant perform an independent evaluation of the subsurface conditions in the project areas The independent evaluations may include, but not be limited to, review of other geotechnical reports prepared for the adjacent areas, site reconnaissance, and additional exploration and laboratory testing Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 25 831 Our conclusions, recommendations, and opinions are based on an analysis of the observed site conditions. If geotechnical conditions different from those described in this report are encountered, our office should be notified and additional recommendations, if warranted, will be provided upon request It should be understood that the conditions of a site could change with time as a result of natural processes or the activities of man at the subject site or nearby sites In addition, changes to the applicable laws, regulations, codes, and standards of practice may occur due to government action or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no control This report is intended exclusively for use by the Client Any use or reuse of the findings, conclusions, and/or recommendations of this report by parties other than the Client is undertaken at said parties' sole risk Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 26 832 12 REFERENCES American Society for Testing and Materials (ASTM), Annual Book of ASTM Standards Duncan, J M , Horz, R C , and Yang, T L , 1989, Shear Strength Correlations for Geotechnical Engineering, Virginia Polytechnic Institute and State University, Blacksburg, dated August Geologic Atlas of Texas, Houston Sheet, 1982, Texas Bureau of Economic Geology International Code Council, 2018, International Building Code. Ninyo & Moore, In-house proprietary information. Occupational Safety and Health Administration (OSHA), 1992 (Revised), Title 29 of the Code of Federal Regulations(CFR), Part No 1926-Safety and Health Regulations for Construction, Subpart P - Excavations. Structural Engineers Association of California (SEAOC), Seismic Design Maps, https-//seismicmaps org Terzaghi, K , Peck, R G , and Mesn, G , 1996, Soil Mechanics in Engineering Practice, John Wiley & Sons, New York. Texas Department of Transportation, 2018, Geotechnical Manual Texas Department of Transportation, 2004, Standards and Specifications for Construction U S Army Corps of Engineers, 2000, Engineering Manual 1110-2-1913, Design and Construction of Levees, dated April United States Geological Survey, 2019, Pearland, Texas - 7 5 Minute Series (Topographic). Scale 1 24,000 United States Geological Survey, 2005, Principal Faulting in the Houston, Texas Metropolitan Area, USGS Scientific Map No. 2874. United States Department of Agriculture Web Soil Survey, http //websoilsurvey nrcs usda goy Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 27 833 FIGURES Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 834 _ lr� i '_ -._ .,� 1 9y E lJ < l/l�> �G.p�,�y 9TFOR0/� AI-6 ,, '�..0 r y��� C� // — AA°LE S°R/NGSOR BRAZO�BEND DR 0 �.� R O ,o "Q 7"/�/ '� _. / Q ,.. _ -3 ), -? r —w --,---- ..,\ „-E,-._, ,,,,,---,. — 0 5 �n �y. NOTTINGHAM ST NELSON'" , -- — ,I _/�. r Z '� _ a ' q —i UC.Ck . JOHN LIZER-D 2 �/ \r(l' s'y-s,. S4 �G\Qpb4i�LCO RD 388 ' F '�- MAGNOLIA ST ¢ ��. `J�� �� 00 o il r giy, \\\ ��Jl �;;// �.1= I �"... CHAP ;: - _''�--..}}��,_ - -_.� 1 . 5, CO RD 742_4,1,2 COLONIAL 043 1 qs, Q 7: LL--P - �_ .t.„......_ N _&. 0 SPRING CIRCLE DR �l� - �tavQ �e S B553A < SP,R NC1FIELD AYE _ '� .,� , S'R�NO BRANCH 0 a APPROXIMATE / \ �� \• 4,/, tg 0 ---- SITE LOCATION �� ��yi ' � �"����� l caaRorx aa� q "'-\ o , i-'-DR 35 -- -ice` , yy L. — L._.. BAILEYRD . �� h j�O �� ram' T.) C501 O n - T. �E ��� • v INDUSTRIAL DR /rJ' \J ,` �0 r O V \U S �4 CO RD 879A _.,`-, WILLIAMS RD _ eP 4-: o•—F'," tkLiU. ,,!AMIE LN �. z- m 2 ,. O — Y /yam /„/(• cOi —C• WJENKINSR2 .< ., _CQWart Cr__.. 20 lrl ,l((_',l m F`- 0 i 00 C CO RD 117 \ra uston1j- 1I' A0 r'n rk /," , 1 LEsref: �� i 7 v J Q - CRD 100 HASTING`FIELD RD N r � `� 7 JI UU I I. I s a �[J Cy f CO RD 175D _.- ..------ 1- c O N' �`` I �-1 Hast ngs I i CO RQj935 y �\L (� V C I T. —_ 16 V c 3— ,. o______ �° a I ; Hastings l o _. _. W.....(1 lU -3 U CO RD 128; 1 Ly 1 - HASTINGS CANNON T_ J CORD 128 /( CO RD 669 1 [\ p I i lJ ) NN Source US Geological Survey 7.5-minute topographic map Pearland Texas 2019. FEET 2000 NOTE DIMENSIONS DIRECTIONS AND LOCATIONS ARE APPROXIMATE FIGURE 1 SITE LOCATION N 111k1 IIIBAILEY ROAD LANES 3&4 a, VETERANS DRIVE TO STATE HIGHWAY 35 g PEARLAND,TEXAS d d 700992001 I 3/21 835 LEGEND ‘ , B-11 * Boring Location c s4 . 17 to 3. T. L1 0 o EU III LEI ES _ Ell LEI OM MO LEI . :AILEY -OAD 0 i 1 N Source NAVTEQ,02/23/19 FEET I 0 610 NOTE DIMENSIONS DIRECTIONS AND LOCATIONS ARE APPROXIMATE FIGURE 2 0 N • BORING LOCATIONS N//i1J0&ffioore BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 d Geotechnical&Environmental Sciences Consultants PEARLAND,TEXAS 700992001 I 3/21 8,3b APPENDIX A TxDOT Boring Logs Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 837 FIGURE A-1 BORING LOGS Field Texas Cone Penetrometer (TCP) Test Procedure TCP testing was performed in general accordance with TxDOT testing procedure TEX 132-E. The penetrometer cone was driven into the ground with a 170-pound hammer free-falling a height of 24 inches Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in the field using the following method Shelby Tube The Shelby tube is a seamless, thin-walled, steel tube having an external diameter of 3 inches and a length of 30 inches.The tube is connected to the drill rod and pushed into an undisturbed soil mass to obtain a relatively undisturbed sample of soft, cohesive soil in general accordance with ASTM D 1587 When the tube is almost full (to avoid over-penetration), it is withdrawn from the boring These samples are removed from the sampling tubes in the field, examined visually, and evaluated for consistency A selected portion of each sample is then wrapped in aluminum foil and sealed in a plastic bag for use in future visual examinations and possible testing in our laboratory Field Procedure for the Collection of Disturbed Samples Disturbed soil samples were obtained in the field using the following methods The Standard Penetration Test (SPT) Sampler Disturbed samples of earth materials were obtained by means of a split spoon sampler during Standard Penetration Testing The sampler is composed of a split barrel with an external diameter of 2 inches and an unlined internal diameter of 13/8 inches. The sampler was driven into the ground 12 to 18 inches with a 140-pound hammer free-falling from a height of 30 inches in general accordance with ASTM D 1586 The blow counts were recorded for every 6 inches of penetration, the blow counts reported on the logs are those for the last 12 inches of penetration. Soil samples were removed from the sampler, visually classified, bagged, sealed and transported to the laboratory for testing Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 838 DRILLING LOG 1 of 3 County BRAZORIA Hole B-1 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/6/2019 Version 3 3 CSJ Station 47+37 15 Grnd Elev 65 50 ft Offset 21 98'RT GW Elev -28 50 ft L Triaxial Test Properties Texas Cone Lateral Deviator Wet Elev 0 Penetrometer Strata Description Press Stress MC LL PI Den Additional Remarks (ft) G (psi) (psi) (pcf) CLAY,Fat,soft to very stiff, 24 PP 1 0 25 PP: 1.25 moist,dark gray(FILL)(CH) 25 55 35 %Passing#200 Sieve 87 PP 15 5 / 5(6)7(6) 31 LimeP. treated,6 to 17 ft 25 PP 4 5+ 10 / 6(6)8(6) 28 62 25 PP 4 5+ 15 22(6)33(6) PP 4 5+ 20 — 8(6)9(6) 43 5 CLAY,Fat,sandy,soft,moist, 20 27.7 24 59 38 127.3 %Passing#200 Sieve 68 gray and yellowish brown(CH) PP 2 0 25 ./ 5(6)5(6) -/° 36 5 * 19 30 10 %Passing#200 Sieve 32 9(6)13(6) SAND,Clayey,slightly compact, 30 — - wet,gray and yellowish brown (SC) 335 SAND,with silt,slightly compact, wet,brown(SP-SM) 26 %Passing#200 Sieve 9 35 = 10(6)14(6) 28.5 • SAND,Silty,slightly compact to compact,wet,brown(SM) 40 : 15(6)20(6) Remarks:Free water was first observed at 30 feet and measured at 28 5 feet after 15 minutes.Wet rotary drilling methods were used below 31 5 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location re this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity ., riler.Van&Sons Logger:TPM Organization. Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 839 DRILLING LOG 2of3 County BRAZORIA Hole B-1 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/6/2019 Version 3.3 CSJ Station 47+37 15 Grnd Elev 65.50 ft Offset 21 98'RT GW Elev -28.50 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet Elev 0 Penetrometer Strata Description Press Stress MC LL PI Den Additional Remarks (ft) G (psi) (psi) (pcf) SAND,Silty,slightly compact to compact,wet,brown(SM) • 25 %Passing#200 Sieve 20 45 — ' ` 23(6)16(6) 50 — 30(6)36(6) 135 SAND,with silt,compact,wet, brown(SP-SM) 25 %Passing#200 Sieve:9 55 —' • 18(6)36(6) • 6. 10(6)12(6) 60 CLAY,Silty with sand,stiff to 1 very stiff,moist,brown(CL-ML) (CL) 24 24 4 %Passing#200 Sieve.82 65 30(6)25(6) 1 -3 5 ." Sand seams,60 to 73 ft 13(6)13(6) CLAY,Fat,stiff to very stiff, 70 moist,gray,light brown,and reddish brown(CH) 61.7 22.9 23 62 38 129.2 PP 3 75 Slickensided,73 to 78 ft 75 / 16(6)19(6) _00.° 65.8 51.7 27 128.2 PP 3 75 80 ,, 16(6)17(6) Remarks:Free water was first observed at 30 feet and measured at 28 5 feet after 15 minutes.Wet rotary drilling methods were used below 31.5 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity Driller:Van&Sons Logger TPM Organization: Ninyo&Moore G•\_File ShareWctive Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 840 DRILLING LOG 3of3 County BRAZORIA Hole B-1 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/6/2019 Version 3 3 CSJ Station 47+37 15 Grnd Elev 65 50 ft Offset 21 98'RT GW Elev -28 50 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet Elev 0 Penetrometer Strata Description Press Stress MC LL PI Den. Additional Remarks (ft) G (psi) (psi) (pcf) CLAY,Fat,stiff to very stiff, i moist,gray,light brown,and reddish brown(CH) _ _ 16 54 36 %Passing#200 Sieve:94 PP45 85 / 19(6)22(6) -21 5 SAND,Silty,dense,wet,brown (SM) 90 — 50(5)50(3) 95 -• 14(6)15(6) -31 100- 105- 110- 115- 120- Remarks Free water was first observed at 30 feet and measured at 28.5 feet after 15 minutes.Wet rotary drilling methods were used below 31 5 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location •e this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity ler Van&Sons Logger.TPM Organization. Ninyo&Moore G1_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3 8 4\Analyses\W inCore\700992001 WinCore.clg 841 DRILLING LOG 1 of 3 County BRAZORIA Hole B-2 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/19/2019 Version 3 3 CSJ Station 49+71 98 Grnd Elev 45 60 ft Offset 24 51'RT GW Elev -7 00 ft L Texas Cone Triaxial Test Properties Elev 0 Strata Description Lateral Deviator Wet Additional Remarks (ft) t3 Penetrometer Press Stress MC LL PI Den (psi) (psi) (pcf) CLAY,Fat,w/sand,very soft, moist,dark gray and reddish brown, 21 53 34 %Passing#200 Sieve.76 w/rootlets(CH) PP. 2.0 23 PP 125 5 _/ 3(6)4(6) 6 12.8 23 125.5 PP 10 37 6 r _ 21 39 23 %Passing#200 Sieve 34 SAND,Clayey,loose,moist,brown and yellowish brown(SC) 10 - • 8(6)8(6) 336 SAND,w/slit,loose,moist,light brown and yellowish brown(SP-SM) 21 %Passing#200 Sieve: 12 15 — 9(6)9(6) • 286 . • SAND,Silty,slightly compact to compact,moist,light brown • and yellowish brown(SM) 22 %Passing#200 Sieve 20 • 20 — 18(6)22(6) 25 • 25(6)22(6) 18.6 s- CLAY,Fat,w/sand,soft to stiff, �� moist,gray,light brown,and yellowish brown(CH) 25 57 37 %Passing#200 Sieve.82 30 10(6)15(6) Remarks Free water was first observed at 13 feet and measured at 7 feet after 15 minutes Wet rotary drilling methods were used below 15 feet due to caving soils. Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity Driller:Van&Sons Logger TPM Organization Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4Wnalyses\WinCore\700992001 WinCore.clg 842 DRILLING LOG 2of3 County BRAZORIA Hole B-2 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/19/2019 Version 3 3 CSJ Station 49+71 98 Grnd.Elev. 45.60 ft Offset 24 51'RT GW Elev -7 00 ft Trtaxial Test Properties L Texas Cone Lateral Deviator Wet Elev 0 Penetrometer Strata Description Press Stress MC LL PI Den Additional Remarks (ft) G (psi) (psi) (pcf) CLAY,Fat,w/sand,soft to stiff, moist,gray,light brown,and/ yellowish brown(CH) -./1 PP:4.25 35 —/ 6(6)10(6) 8 6 CLAY,Lean,w/sand,soft,moist, brown(CL) 32.5 22.8 20 38 20 130.3 %Passing#200 Sieve 71 PP 2 25 40 4(6)4(6) 3.6 SAND,Silty,dense,wet,brown (SM) 18 %Passing#200 Sieve 21 —. f 50(4)50(2) -1 4 CLAY,Lean,w/sand,stiff to very stiff,moist,brown,w/calcareous nodules(CL) 24 28 9 %Passing#200 Sieve.83 50 27(6)32(6) 45 47.5 20 130.4 PP 3 5 55 6(6)15(6) -11 4 ► CLAY,Fat,stiff to hard,moist, brown and reddish brown(CH) 49.2 49.2 20 54 33 130.7 PP 3 75 60 / 10(6)20(6) Remarks Free water was first observed at 13 feet and measured at 7 feet after 15 minutes Wet rotary drilling methods were used below 15 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location )re this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity ',Miler Van&Sons Logger TPM Organization. Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\W inCore\700992001 WinCore.clg 843 DRILLING LOG 3of3 County BRAZORIA Hole B-2 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/19/2019 Version 3 3 CSJ Station 49+71.98 Grnd Elev 45 60 ft Offset 24 51'RT GW Elev -7 00 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet Elev 0 Penetrometer Strata Description Press Stress MC LL PI Den Additional Remarks (ft) G, (psi) (psi) (pcf) CLAY,Fat,stiff to hard,moist, brown and reddish brown(CH) 22 PP45 65 —/ 32(6)50(6) -23 4 SAND,Silty,dense,wet,brown 70 50(4)50(5) (SM) -264 ►•• CLAY,Fat,hard,moist,brown, W/calcareous nodules(CH) 75 —./01 50(5)48(6) -30 9 80 — 85 — 90 — Remarks:Free water was first observed at 13 feet and measured at 7 feet after 15 minutes.Wet rotary drilling methods were used below 15 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity Driller Van&Sons Logger TPM Organization: Ninyo&Moore G\_File Share\Aclive Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\W inCore\700992001 WinCore.clg 844 DRILLING LOG 1 of 3 County BRAZORIA Hole B-3 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/20/2019 Version 3 3 CSJ Station 51+30 19 Grnd.Elev. 45.20 ft Offset 16 64'RT GW Elev -9 50 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet Elev 0 Penetrometer Strata Description Press Stress MC LL PI Den Additional Remarks (ft) G (Psi) (psi) (pcf) CLAY,Fat,w/sand,very soft to soft,moist,gray,brown,and 21 PP 2 25 / reddish brown(CH) AV 25 PP.1.0 Arr 5 / 3(6)5(6) did21 56 37 %Passing#200 Sieve.79 / PP 175 / 7.5 23.7 22 129.9 PP 1 75 10 / 4(6)6(6) 332 / CLAY,Fat,soft to stiff,moist, gray,brown,and reddish brown 11.7 8.7 32 61 36 120.1 PP. 1 0 / (CH) 15 / 7(6)9(6) 40 Ar Priiii 15.8 21.3 23 128.6 PP:2 5 01 20 / 11 (6)15(6) Ar Ar Ar . 24 71 43 PP 3 0 AV 25 / 7(6)11 (6) 182 / CLAY,Fat,w/sand,soft to stiff, moist,gray,brown,and reddish 242 30.6 21 129.4 PP 3 25 brown(CH) 30 / 5(6)12(6) Remarks Free water was first observed at 13 feet and measured at 9 5 feet after 15 minutes Wet rotary drilling methods were used below 15 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location are this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity L,rilier Van&Sons Logger TPM Organization: Ninyo&Moore G'\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 845 DRILLING LOG 2of3 County BRAZORIA Hole B-3 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/20/2019 Version 3 3 CSJ Station 51+30 19 Grnd Elev 45.20 ft Offset 16 64'RT GW Elev -9 50 ft L Texas Cone Triaxial Test Properties Elev 0 Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press Stress MC LL PI Den (psi) (psi) (pcf) CLAY,Fat,w/sand,soft to stiff, moist,gray,brown,and reddish brown(CH) 20 51 31 %Passing#200 Sieve 80 PP 2 25 35 —/ 13(6)17(6) 8 2 % CLAY,Lean,sandy,moist,brown, w/calcareous nodules(CL) PP 1 25 62 -- SAND,Silty,dense,wet,brown •40 38(6)43(6) (SM) 32 r SAND,w/silt,dense to very dense, wet,brown(SP-SM) 23 %Passing#200 Sieve 10 45 — .• 50(5)50(3) • 22 %Passing#200 Sieve 9 50 — ' 50(3)50(2) -6 8 - --- - CLAY,Lean,w/sand,very stiff, moist,brown(CL) 24 43 24 %Passing#200 Sieve 80 55 32(6)36(6) -11.8 CLAY,Fat,very stiff to hard, / moist,brown and reddish brown, calcareous and ferrous nodules 23 (CH) 60 ' 28(6)38(6) Remarks:Free water was first observed at 13 feet and measured at 9 5 feet after 15 minutes.Wet rotary drilling methods were used below 15 feet due to caving soils. Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity Driller Van&Sons Logger TPM Organization: Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4Wnalyses\WinCore\700992001 WinCore.clg 846 DRILLING LOG 3of3 County BRAZORIA Hole B-3 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/20/2019 Version 3 3 CSJ Station 51+30 19 Grnd Elev 45 20 ft Offset 16 64'RT GW Elev -9 50 ft Tnaxial Test Properties L Texas Cone Lateral Deviator Wet Elev 0 Strata Description Additional Remarks (ft) G Penetrometer Press Stress MC LL PI Den (psi) (psi) (pcf) CLAY,Fat,very stiff to hard, / moist,brown and reddish brown, calcareous and ferrous nodules (CH) 53.3 20.6 17 52 33 130.8 PP 3 5 r 65 —/ 42(6)50(5) 7/ 14/ -22.8 SAND,Silty,very dense,wet, 23 %Passing#200 Sieve 35 • brown(SM) 70 . 50(2)50(1) -27 8 % CLAY,Lean,w/sand,very stiff, 21 25 8 %Passing#200 Sieve:74 moist,brown and yellowish brown 75 _f 27(6)27(6) (CL) -31 3 80 — 85— 90 — Remarks Free water was first observed at 13 feet and measured at 9 5 feet after 15 minutes Wet rotary drilling methods were used below 15 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location ere this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity Driller Van&Sons Logger TPM Organization Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 847 DRILLING LOG 1 of 3 County BRAZORIA Hole B-4 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/21/2019 Version 3 3 CSJ Station 54+44.48 Grnd Elev 44 10 ft Offset 31 64'RT GW Elev -6 00 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet Elev 0 Penetrometer Strata Description Pressate Stress MC LL PI Den Additional Remarks (ft) C' (psi) (psi) (pcf) CLAY,Fat,moist,dark gray(FILL) (CH) 23 PP• 1 25 421 CLAY,Fat,w/sand,very soft to stiff,moist,gray and yellowish 26 PP 1 25 brown(CH) 5 3(6)3(6) / 6 22.3 24 126.7 PP 1 75 24 56 36 %Passing#200 Sieve- 85 PP:1.25 10 —/ 6(6)6(6) PP 05 15 / 9(6)14(6) / 26 6 CLAY,Fat,stiff,moist,reddish 21 52 30 PP 2 5 brown and gray(CH) 20 _/ 14(6)15(6) / 20 22.9 29 122.7 PP 3 25 Slickensided 25 15(6)17(6) 17 1 CLAY,Fat,w/sand,stiff,moist, brown and gray(CH) 21 53 32 PP:2.75 30 18(6)17(6) Remarks.Free water was first observed at 18 feet and measured at 6 feet after 30 minutes Wet rotary drilling methods were used below 20 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity Driller Van&Sons Logger:MDB Organization Ninyo&Moore G-\ File ShareWctive Geotech Projects\700992001 FNI Bailey Road Lanes 3&4Wnalyses\WinCore\700992001 WinCore.clg 848 DRILLING LOG 2of3 County BRAZORIA Hole B-4 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/21/2019 Version 3.3 CSJ Station 54+44.48 Grnd Elev 44 10 ft Offset 31 64'RT GW Elev -6 00 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet (ft) O Penetrometer Strata Description Press Stress MC LL PI Den Additional Remarks (ft) G (psi) (psi) (pcf) CLAY,Fat,w/sand,stiff,moist, brown and gray(CH) 28.3 37.7 21 129.7 PP 3 25 35 —/ 15(6)19(6) 7.1 CLAY,Lean,hard,moist,brown and reddish brown(CL) 20 PP:2.75 40 j 37(6)50(4) 20 28 9 %Passing#200 Sieve 93 45 1 47(6)46(6) -2 9 SAND,w/sand,dense,wet,brown (SP-SM) 50 . 48(6)50(2) -7 9 SAND,Silty,compact to dense, wet,brown(SM) 23 %Passing#200 Sieve. 18 • 55— ••. 50(5)50(5) 21 %Passing#200 Sieve 15 60 —• - 25(6)47(6) Remarks Free water was first observed at 18 feet and measured at 6 feet after 30 minutes Wet rotary drilling methods were used below 20 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location re this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity ...niter Van&Sons Logger MDB Organization: Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 849 DRILLING LOG 3of3 County BRAZORIA Hole B-4 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/21/2019 Version 3 3 CSJ Station 54+44.48 Grnd Elev 4410 ft Offset 31.64'RT GW Elev -6 00 ft L Triaxial Test Properties Texas Cone Ella'. 0 Strata Description Lateral Deviator Wet Additional Remarks Penetrometer Press Stress MC LL PI Den (psi) (psi) (pcf) SAND,Silty,compact to dense, wet,brown(SM) • -179 CLAY,Lean,sandy,hard to very hard,moist,brown,frequent calcareous 20 40 22 %Passing#200 Sieve 60 concretions at 68 ft(CL) 65 j 50(4)50(3) 70 50(2)50(1) -27 9 SAND,Silty,dense,wet,brown (SM) 75 48(6)50(3) -32.4 -80 — 85 — 90 — _ Remarks Free water was first observed at 18 feet and measured at 6 feet after 30 minutes Wet rotary drilling methods were used below 20 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected The actual groundwater elevation may fluctuate due to time climatic conditions,and/or construction activity Driller Van&Sons Logger: MDB Organization Ninyo&Moore G\_File Share'Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 850 DRILLING LOG 1 of 3 County BRAZORIA Hole B-5 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/5/2019 Version 3 3 CSJ Station 57+08.12 Grnd.Elev. 64.80 ft Offset 14 62'RT GW Elev -28 00 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet Elev 0 Penetrometer Strata Description Press Stress MC LL PI Den Additional Remarks (ft) C' (psi) (psi) (pcf) CLAY,Fat,soft to stiff,moist, _ 23 PP 1 75 dark gray(FILL)(CH) 26 59 36 %Passing#200 Sieve 87 PP 10 22 PP 20 5 • 2(6)9(6) Lime treated fill,6.5 to 17 ft 32 PP.4.5+ �1-/ 33 62 32 PP.2.0 10 /• 10(6)10(6) 3.25 15 -- 7(6)8(6) 15.8 25.4 26 71 46 123.1 %Passing#200 Sieve 90 / PP 1 75 20 J 6(6)7(6) 42 3 r� 24 60 40 PP 1 5 -/ CLAY,Fat,soft to stiff,moist, gray and yellowish brown(CH) • 5(6)7(6) 25 -/ 24.2 35.1 22 134.7 3.25 30 7(618(6) 27 65 39 %Passing#200 Sieve 99 PP:3.5 35 / 10(6)12(6) 32.5 31.5 23 129.4 PP 2 25 Slickensided 40 ) 9(6)13(6) Remarks.Free water was first observed at 36 feet and measured at 28 feet after 20 minutes Wet rotary drilling methods were used below 36 5 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location re this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity uriller:Van&Sons Logger:MDB Organization Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 851 DRILLING LOG 2of3 County BRAZORIA Hole B-5 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/5/2019 Version 3.3 CSJ Station 57+08 12 Grnd Elev 64 80 ft Offset 14 62'RT GW Elev -28 00 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet Elev 0 Strata Description Additional Remarks (ft) G Penetrometer Press Stress MC LL PI Den (psi) (psi) (pcf) CLAY,Fat,soft to stiff,moist, gray and yellowish brown(CH) 29 74 45 PP:2.75 45 - 12(6)13(6) 17.8 CLAY,Lean,w/sand,soft,moist, 40.8 27.6 18 128.1 PP:2 0 light brown and light gray(CL) 50 - 5(6)7(6) 128 .74 CLAY,Fat,w/sand,stiff,moist, light gray and reddish brown(CH) PP.4.5+ 55 15(6)17(6) 7.8 1 CLAY,Lean,very stiff,moist, % light gray and light brown(CL) 49.2 14.5 20 28 8 131.8 PPPa4sOsing#200 Sieve 89 60 - 25(6)50(6) 28 SILT,dense,wet,reddish brown 21 1 %Passing#200 Sieve.91 (ML) 65 36(6)50(5) -3.2 —� 24 %Passing#200 Sieve 31 SAND,Silty,compact to dense, 70 - 50(5)50(4) wet,brown(SM) 75 22(6)27(6) 80 - 50(5)50(3) Remarks Free water was first observed at 36 feet and measured at 28 feet after 20 minutes Wet rotary drilling methods were used below 36 5 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity Driller Van&Sons Logger. MDB Organization Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 852 DRILLING LOG 3of3 County BRAZORIA Hole B-5 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/5/2019 Version 3 3 CSJ Station 57+08 12 Grnd Elev 64.80 ft Offset 14 62'RT GW Elev -28 00 ft Triaxial Test Properties L Texas Cone or Wet Deviator Elev 0 Penetrometer Strata Description LateralLs StressviatMC LL PI Den Additional Remarks (ft) G (psi) (psi) (pcf) • . SAND,Silty,compact to dense, wet,brown(SM) -17 7 CLAY,Lean with sand,very stiff, 70 30.2 18 44 24 131.1 %Passing#200 Sieve:71 moist,light gray,yellowish brown, PP 2 75 85 19(6)23(6) and reddish brown(CL) i -23.2 SILT,Sandy,compact,wet,brown 19 %Passing#200 Sieve 60 90 30(6)38(6) and gray(MLS) -27 7 70 18 27 127.1 _PP:3.25 CLAY,Fat,stiff,moist,light Slickensided gray,yellowish brown,and reddish 95 / 14(6)19(6) brown(CH) -31 7 100- 105- 110- 115- 120- Remarks Free water was first observed at 36 feet and measured at 28 feet after 20 minutes Wet rotary drilling methods were used below 36 5 feet due to caving soils Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location ,re this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity uriller Van&Sons Logger MDB Organization Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 853 DRILLING LOG 1of1 County BRAZORIA Hole B-6 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/5/2019 Version 3.3 CSJ Station 64+24.57 Grnd. Elev. 46.30 ft Offset 19.78'RT GW Elev. -7.00 ft Triaxial Test Properties L Texas Cone Lateral Deviator Wet Elev. 0 Strata Description Additional Remarks (ft) G Penetrometer Press Stress MC LL PI Den (psi) (psi) (Pcf) CLAY,Fat,moist,dark gray,w/ 22 !PP. 2.5 rootlets(FILL)(CH) 24 55 34 :%Passing#200 Sieve 91 / PP 175 43.3 23 PP: 1.75 CLAY,Fat,very soft to stiff, moist,gray, light brown,and 5 4(6)3(6) reddish brown(CH) 23 PP: 1.0 27 67 44 %Passing#200 Sieve 90 PP• 1 0 1014(6)4(6) / ✓ PP 35 15 -' 7(6)10(6) _'/ PP 2 75 / 20 eo. 13(6)18(6) 1 24.8 _4 25— 30 — Remarks Free water was not encountered during drilling,but was observed at 7 feet after 24 hours. Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity Driller Van&Sons Logger MDB Organization Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 854 DRILLING LOG 1 of 1 County BRAZORIA Hole B-7 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/5/2019 Version 3.3 CSJ Station 71+94.31 Grnd.Elev. 47.60 ft Offset 17 62'RT GW Elev N/A L Triaxial Test Properties Texas Cone Lateral Deviator Wet Elev 0 Strata Description Additional Remarks (ft) G Penetrometer Press Stress MC LL PI Den (psi) (psi) (pcf) CLAY,Fat,moist,dark gray,(FILL) 22 PP. 1.5 (CH) 17 PP 4 5+ 44.6 / 21 63 40 %Passing#200 Sieve.91 CLAY,Fat,very soft to soft, PP 3 5 moist,dark gray,olive,and reddish 5 _� 4(6)4(6) brown(CH) _ 31 PP: 1.25 21 PP 2 25 10 / 6(6)6(6) 27 64 38 %Passing#200 Sieve:99 PP:2.25 15 —� 8(6)9(6) PP20 20 / 8(6)10(6) 26.1 --t 25 — 30 — Remarks•Free water was not encountered during drilling The ground water elevation was not determined during the course of this boring .,,filler Van&Sons Logger TPM Organization. Ninyo&Moore G•\_File ShareWctive Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 855 DRILLING LOG 1of1 County BRAZORIA Hole B-8 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/7/2019 Version 3 3 CSJ Station 41+09 78 Grnd Elev 47 30 ft Offset 18 87'RT GW Elev -10 00 ft Triaxial Test Properties L Texas Cone or Wet Deviator Elev 0 Penetrometer Strata Description LateralLs StressviatMC LL PI Den Additional Remarks (ft) G (Psi) (psi) (pcf) CLAY,Fat,very soft,moist,dark 23 PP. 1.5 / gray(FILL)(CH) 22 59 38 %pPa Sing#200 Sieve.90 21 PP 30 3(6)3(6) 423 5 — CLAY,Fat,very soft to soft, moist,olive,gray,light brown and reddish brown(CH) 30 70 45 PP.1.5 26 PP 1 25 10 —� 7(6)7(6) PP:3.25 15 / 7(6)8(6) PP 1 5 28 3 j CLAY,Lean,w/sand,soft,moist, 20 9(6)10(6) brown(CL) 25 8 25— 30 — Remarks Free water was first observed at 20 feet and measured at 10 feet after 10 minutes. Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity Driller Van&Sons Logger SKS Organization: Ninyo&Moore G\_File Share'Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Nnalyses\W inCore\700992001 WinCore.clg 856 DRILLING LOG 1of1 County BRAZORIA Hole B-9 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/18/2019 Version 3.3 CSJ Station 33+27.52 Grnd Elev 47 50 ft Offset 11.43'RT GW Elev -9 50 ft Triaxial Test Properties L Texas ConeEle Lateral Deviator Wet (ft) 0 Penetrometer Strata Description Press Stress MC LL PI Den Additional Remarks G (psi) (psi) (pcf) CLAY,Fat,moist,dark gray and brown(FILL)(CH) 21 PP.4.5+ 44.5 19 59 36 PP:4.5+ CLAY,Fat,soft,moist,light brown,yellowish brown,and reddish 5 5(6)13(6) brown (CH) 24 PP.3.25 /r 29 70 47 PP 125 10 5(6)4(6) PP.3.0 15 —/ 4(6)6(6) 30 5 CLAY,Lean,w/sand,moist,reddish brown(CL) PP 0 5 285 SAND,Silty,slightly compact, 20 — 13(6)20(6) wet,reddish brown(SM) • 26 25— 30 — Remarks.Free water was first observed at 17.5 feet and measured at 9.5 feet after 20 minutes Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location we this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity Van&Sons Logger:SKS Organization: Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4Wnalyses\W inCore\700992001 WinCore.clg 857 DRILLING LOG 1of1 County BRAZORIA Hole B-10 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/18/2019 Version 3 3 CSJ Station 25+92 22 Grnd Elev 48 30 ft Offset 1 78'RT GW Elev -11 00 ft Triaxial Test Properties L Texas ConeEle Lateral Deviator Wet (ft) 0 Penetrometer Strata Description Press Stress MC LL PI Den Additional Remarks G (psi) (psi) (pcf) CLAY,Fat,moist,dark gray(FILL) _/ (CH) 25 83 58 %Passing#200 Sieve.95 PP:4.0 45.3 / 30 PP 3 75 CLAY,Fat,soft,moist,dark gray, — gray,and yellowish brown(CH) 5 10(6)8(6) --, 0 27 31 118.6_ PP 2 0 _/ 36 PP 1 0 Slickensided 10 —� 4(6)5(6) PP.2.0 34 3 j CLAY,Lean,w/sand,soft,moist, 15 j 8(6)7(6) reddish brown and light gray(CL) 23 32 14 %Passing#200 Sieve 81 PP 10 20 7(6)11 (6) Sand seam 268 25 30 — Remarks Free water was first observed at 18 feet and measured at 11 feet after 20 minutes Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location where this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity Driller Van&Sons Logger MDB Organization:Ninyo&Moore G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 858 DRILLING LOG 1of1 County BRAZORIA Hole B-11 District Houston WinCore Highway Bailey Road Structure Bridge Date 11/18/2019 Version 3 3 CSJ Station 18+29 05 Grnd Elev 46 70 ft Offset 28.42'RT GW Elev. -7.00 ft Triaxial Test Properties L Texas Cone i Elev 0 Strata Description Lateral Deviator Wet Additional Remarks (ft) G Penetrometer Press Stress MC LL PI Den (psi) (psi) (pcf) CLAY,Fat,w/sand,moist,dark gray and yellowish brown,w/rootlets 38 PP•0 5 (FILL)(CH) 38 80 54 PP 0 5 42.2 / 3(6)3 6 5 ( ) CLAY,Fat, very soft to soft, moist,dark gray,light gray, and yellowish brown,slickensided at 8-ft(CH) 39 PP 0 75 / 7.5 6.3 38 116.5 PP: 1.0 10 4(6)4(6) 33 7 / 19 38 21 %Passing#200 Sieve.86 CLAY,Lean,soft,moist,reddish PP 1 25 brown and light gray(CL) 15 6(6)9(6) 29.7 CLAY,Lean,w/sand,stiff,moist, reddish brown(CL) PP. 0 5 20 // 9(6)12(6) 25 2 25 — 30 — Remarks.Free water was first observed at 17 feet and measured at 7 feet after 20 minutes. Any ground water elevation information provided on this boring log is representative of conditions existing on the day and for the specific location are this information was collected The actual groundwater elevation may fluctuate due to time,climatic conditions,and/or construction activity uriller Van&Sons Logger:TPM Organization• Ninyo&Moore G:\_File Share\Active Geolech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 859 APPENDIX B Laboratory Testing Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 860 FIGURE B-1 LABORATORY TESTING Classification Soils were visually and texturally classified using the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488 Soil classifications are indicated on the boring logs in Appendix A and in the following summary tables in Appendix B Moisture Content and Dry Unit Weight The moisture content and dry unit weight of selected samples obtained from the exploratory borings were evaluated in general accordance with ASTM D 2216 and D 7263, respectively The test results are presented on the boring logs in Appendix A and the Summary of Laboratory Results, Figure B- 4 No. 200 Wash An evaluation of the percentage of particles finer than the No 200 sieve in selected soil samples was performed in general accordance with ASTM D 1140 The results of the tests are presented on Figure B-2, on the boring logs in Appendix A, and in the Summary of Laboratory Results, Figure B-4 Atterberq Limits Tests were performed on selected representative fine-grained soil samples to evaluate the liquid limit, plastic limit, and plasticity index in general accordance with ASTM D 4318 (Method B) These test results were utilized to evaluate the soil classification in accordance with the Unified Soil Classification System (USCS).The results of these tests are presented on Figure B-3, on the boring logs in Appendix A, and in the Summary of Laboratory Results, Figure B-4 Compression Tests Unconfined compression tests and unconsolidated undrained triaxial compression tests were performed on relatively undisturbed samples in general accordance with ASTM D 2166 and D 2850, respectively The test results are shown on the boring logs in Appendix A and in the Summary of Laboratory Results, Figure B-4. Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 861 SAMPLE DEPTH PERCENT PERCENT LOCATION (feet) DESCRIPTION PASSING PASSING NO.4 NO.200 B-1 3 - 5 Fat CLAY 100 0 86 9 CH B-1 23- 25 Sandy Fat CLAY 100 0 67 5 CH B-1 29- 30 Clayey SAND 100.0 32 0 SC B-1 33 5-35 Poorly Graded SAND w/Silt 100 0 8.6 SP-SM B-1 43 5-45 Silty SAND 100 0 19 6 SM B-1 53 5- 55 Poorly Graded SAND w/Silt 100 0 9 2 SP-SM B-1 63 5- 65 Silty CLAY w/Sand 100 0 81 5 CL-ML B-1 83-85 Fat CLAY 100.0 94 0 CH B-2 1 -3 Fat CLAY w/Sand 100.0 76 4 CH B-2 8 - 10 Clayey SAND 100 0 33 9 SC B-2 13 5 - 15 Poorly Graded SAND w/Silt 100 0 11 6 SP-SM B-2 18 5-20 Silty SAND 100.0 20 0 SM B-2 28 5- 30 Fat CLAY w/Sand 100 0 81.5 CH B-2 38-40 Lean CLAY w/Sand 100 0 70 6 CL B-2 43 5-45 Poorly Graded SAND w/Silt 100 0 21 0 SP-SM B-2 48 5 - 50 Lean CLAY w/Sand 100 0 83 1 CL B-3 6 5- 8 Fat CLAY w/Sand 100 0 79 3 CH B-3 33- 35 Fat CLAY w/Sand 100 0 79 9 CH B-3 43 5 -45 Poorly Graded SAND w/Silt 100 0 10 5 SP-SM B-3 48 5- 50 Poorly Graded SAND w/Silt 100.0 8 9 SP-SM B-3 53 5- 55 Lean CLAY w/Sand 100 0 79 8 CL B-3 68 5 -70 Silty SAND 100 0 35 4 SM B-3 73 5- 75 Lean CLAY w/Sand 100 0 73 9 CL B-4 8 - 10 Fat CLAY w/Sand 100 0 85 1 CH B-4 43 5 -45 Lean CLAY 100 0 92 7 CL FIGURE B-2a NO 200 SIEVE WASH BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND TEXAS 700992001 I 3/21 862 SAMPLE DEPTH PERCENT PERCENT LOCATION (feet) DESCRIPTION PASSING PASSING NO.4 NO.200 B-4 53 5 - 55 Silty SAND 89.7 17.9 SM B-4 58 5-60 Silty SAND 100 0 14 7 SM B-4 63-65 Sandy Lean CLAY 100 0 60 2 CL B-5 1 -3 Fat CLAY 100.0 86.6 CH B-5 18- 20 Fat CLAY 100 0 90 3 CH B-5 33- 35 Fat CLAY 100 0 99 4 CH B-5 58-60 Lean CLAY 100.0 89 4 CL B-5 63 -65 SILT 100 0 91 4 ML B-5 68 5 -70 Silty SAND 100 0 31 4 SM B-5 83-85 Lean CLAY w/Sand 100 0 71 3 CL B-5 88 5- 90 Sandy SILT 100 0 60 4 ML B-6 0- 1 Fat CLAY 100 0 86 7 CH B-6 1 -3 Fat CLAY 100 0 90 8 CH B-6 8 - 10 Fat CLAY 100 0 90 3 CH B-7 3 -5 Fat CLAY 100 0 90 7 CH B-7 13- 15 Fat CLAY 100 0 99 1 CH B-8 1 -3 Fat CLAY 100 0 89 7 CH B-10 1 -3 Fat CLAY 100 0 95 2 CH B-10 18 -20 Lean CLAY w/Sand 100 0 81 1 CL B-11 13- 15 Lean CLAY 100.0 85.7 CL FIGURE B-2b NO.200 SIEVE WASH BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 863 I i DEPTH LIQUID PLASTIC PLASTICITY USCS USCS SYMBOL I LOCATION (FT) LIMIT,LL LIMIT,PL INDEX,PI (Fraction Finer Than No.40 Sieve) (Entire Sample) liNNI • B-1 3-5 55 20 35 CH CH m B-1 13- 15 62 37 25 MH CH A B-1 23 -25 59 21 38 CH CH * B-1 29- 30 30 20 10 CL SC o B-1 63 5-65 24 20 4 CL-ML CL-ML o B-1 73 - 75 62 24 38 CH CH o B-1 83-85 54 18 36 CH CH o B-2 1 -3 53 19 34 CH CH ® B-2 8- 10 39 16 23 CL SC ® B-2 28 5- 30 57 20 37 CH CH 0 20 40 60 80 100 120 80 /' 1 80 / / / 70 /// 70 // CH or OH / --- /60 // 60 / X // M / v 50 0 Z /// 50 H>-H // Q I H U 40 // 40 cn /, ceA 0 w J // Z - 30 /// -- 30 0 ec / o / �L or OL m MH or OH V 20 , 20 / / I w / z / w 10 /, —- — 10 o CL-ML eV ML or OL o w 0 I 0 ct 0 20 40 60 80 100 120 0 LIQUID LIMIT w .-..--- FIGURE B-3a ATTERBERG LIMIT TEST RESULTS BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 864 DEPTH LIQUID PLASTIC PLASTICITY U USCS SYMBOL LOCATION (FT) LIMIT,LL LIMIT,PL INDEX,PI (Fractionion Finer (Entire Sample) Than No.40 Sieve) IMMININIIIIMINEN • B-2 38 -40 38 18 20 CL CL m B-2 48.5-50 28 19 9 CL CL • B-2 58 - 60 54 21 33 CH CH * B-3 6 5 - 8 56 19 37 CH CH o B-3 13 - 15 61 25 36 CH CH o B-3 23 -25 71 28 43 CH CH <> B-3 33- 35 51 20 31 CH CH A B-3 53.5- 55 43 19 24 CL CL A B-3 63 -65 52 19 33 CH CH B-3 73 5- 75 25 17 8 CL CL 0 20 40 60 80 100 120 80 /- 80 / i / 70 /i/ 70 i� CH or OH / 60 /�i - 60 i co i i w o i 0 50 ,l 50 m Z i/ I- i/ • Q_ U 40 7 40 1— i� * w N €/ U i Z Ja 30 - / 30 a i cc O / C 6or OL MH or OH c� Lj 20 • 20 i� w i z / w 10 / ERm — — 10 z / CL-ML , ML or OL o in 0 0 cc 0 20 40 60 80 100 120 2 LIQUID LIMIT a FIGURE B-3b ATTERBERG LIMIT TEST RESULTS BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 865 DEPTH LIQUID PLASTIC PLASTICITY USCS USCS SYMBOL LOCATION (FT) LIMIT,LL LIMIT,PL INDEX,PI (Fraction Finer (Entire Sample) Than No.40 Sieve) • B-4 8 - 10 56 20 36 CH CH m B-4 18 - 20 52 22 30 CH CH • B-4 28 - 30 53 21 32 CH CH * B-4 43 5-45 28 19 9 CL CL <•) B-4 63 -65 40 18 22 CL CL o B-5 1 -3 59 23 36 CH CH o B-5 8- 10 62 30 32 CH CH A B-5 18 - 20 71 25 46 CH CH O B-5 23 - 25 60 20 40 CH CH ® B-5 33 - 35 65 26 39 CH CH 0 20 40 60 80 100 120 80 i' 80 i / / 70 /// 70 / / CH or OH i 60 /7 60 / co i / , w , o G 50 '/ 50 2 Z / I- / a i I C. 40 i� 0 ® 40 Q i,// • 0 Z A • a 30 �i/ m 30 a o �/ 8,L or OL MH or OH 0 20 - yML � 20 w i� w 10 �/7 — 10 oCL-MLL o 0 0 cc 0 20 40 60 80 100 120 0 cc LIQUID LIMIT W FIGURE B-3c ATTERBERG LIMIT TEST RESULTS BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 866 DEPTH LIQUID PLASTIC PLASTICITY USCS USCS SYMBOL LOCATION (FT) LIMIT,LL LIMIT,PL INDEX,PI (Fraction Finer (Entire Sample) Than No.40 Sieve) • B-5 43 -45 74 29 45 CH CH m B-5 58 -60 28 20 8 CL CL ♦ B-5 63 -65 22 21 1 ML ML * B-5 83 - 85 44 20 24 CL CL O B-6 0 - 1 50 22 28 CH CH • B-6 1 -3 55 21 34 CH CH O B-6 8- 10 67 23 44 CH CH A B-7 3 -5 63 23 40 CH CH ® B-7 13 - 15 64 26 38 CH CH ® B-8 1 -3 59 21 38 CH CH 0 20 40 60 80 100 120 80 ,' 80 / i / 70 --- - - - /i/ 70 i� CH or OH i i 60 / 60 i co i i � W /i o CI 50 - �7 50 2 _ a i O I U_ 40 - �// el ® 40 1- co i w 'a z i a - 30 // 30 a 0 0 , CL dr Ix MH or OH 0i a 20 ,/ 20 i i w / z / w 10 // I — 10 o CL-ML ML or OL o w 0 A 0 CL 0 20 40 60 80 100 120 0 ct LIQUID LIMIT a FIGURE B-3d ATTERBERG LIMIT TEST RESULTS BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 867 DEPTH LIQUID PLASTIC PLASTICITY Uion USCS SYMBOL LOCATION 1 (FT) LIMIT,LL LIMIT,PL INDEX,PI (Fraction Finer (Entire Sample) Than No.40 Sieve) • B-8 6 5-8.5 70 25 45 CH CH m B-9 3 -5 59 23 36 CH CH ♦ B-9 8- 10 70 23 47 CH CH * B-10 1 - 3 83 25 58 CH CH O B-10 18-20 32 18 14 CL CL o B-11 3 -5 80 26 54 CH CH o B-11 13 - 15 38 17 21 CL CL A 0 20 40 60 80 100 120 80 /' 80 / i / 70 /'/ 70 / / CH or OH / / 60 /, 60 / * w W �/ 0 v m 0 50 Z /ice 50 g / • I U 40 / 40 I— I— f / w Q / I 0 / Z tl 30 // 30 o i' CLorOL MHorOH o / Q 20 // 0 - 20 Ti / / ix O z / w 10 / — 10 0 , CL-ML ML or OL a w 0 0 IX 0 20 40 60 80 100 120 0 LIQUID LIMIT a FIGURE B-3e ATTERBERG LIMIT TEST RESULTS BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 868 Shear , USCS Water Dry Satur- Borehole (feQtY) Lipmit uid Plastic Plasticitylndex Strength /Sveg Group Content Density ation Void (ksf) Symbol (%) (pcf) (%) B-1 0- 1 1 OP CH 24 0 B-1 1 - 3 1 25P CH 25 0 B-1 3- 5 55 20 35 1 5P 87 CH 25 0 B-1 6.5-8 2 5P CH 31 0 B-1 8- 10 4.5+P CH 25.0 B-1 13- 15 62 37 25 4 5+P CH 28 0 B-1 18 - 20 4 5+P CH B-1 23 - 25 59 21 38 2 0° 68 CH 24 0 103 0 B-1 28 - 29 2 0P CH B-1 29-30 30 20 10 32 SC 19.0 B-1 33 5 -35 9 SP-SM 26 0 B-1 43 5-45 20 SM 25 0 B-1 53.5-55 9 SP-SM 25.0 B-1 63 5-65 24 20 4 82 CL-ML 24 0 B-1 73-75 62 24 38 1 6° CH 23 0 104 8 B-1 78-80 3 7° CH 27 0 100 9 B-1 83-85 54 18 36 4 5P 94 CH 16 0 B-2 0- 1 CH 30.0 B-2 1 - 3 53 19 34 2 OP 76 CH 21 0 B-2 3 - 5 1 25P CH 23 0 B-2 65 -8 09° CH 230 1022 B-2 8- 10 39 16 23 34 SC 21 0 B-2 13.5 - 15 12 SP-SM 21.0 B-2 18 5-20 20 SM 22 0 B-2 28 5- 30 57 20 37 82 CH 25 0 *Void ratio based on assumed specific gravity of 2 70 U=Unconfined Compr,Q=Q-Type,T=Torvane,P=Pocket Pen FIGURE B-4a SUMMARY OF LABORATORY RESULTS BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 869 Depth Liquid Plastic Plasticity Shear %<#200 USCS Water Dry Satur- Void Borehole (feet) Limit Limit Index Strength Sieve Group Content Density ation Ratio (ksf) Symbol (%) (pcf) (%) B-2 33- 35 4.25P CH B-2 38-40 38 18 20 1 6° 71 CL 20 0 108 9 B-2 43 5 -45 21 SP-SM 18 0 B-2 48.5 - 50 28 19 9 83 CL 24 0 B-2 53 - 55 3 4° CL 20 0 109 1 B-2 58- 60 54 21 33 3 5° CH 20 0 108 9 B-2 63 -65 4 5P CH 22 0 B-3 1 - 3 2 5P CH 21 0 B-3 3- 5 1 OP CH 25 0 B-3 6 5 - 8 56 19 37 2 OP 79 CH 21 0 B-3 8- 10 1 7° CH 22 0 106 0 B-3 13- 15 61 25 36 0.6° CH 32.0 90.9 B-3 18 - 20 1 5° CH 23 0 104 4 B-3 23- 25 71 28 43 3 0P CH 24 0 B-3 28- 30 2 2° CH 21 0 106 9 B-3 33 -35 51 20 31 2 25P 80 CH 20 0 B-3 38-40 1 25P CL B-3 43 5 -45 10 SP-SM 23 0 B-3 48 5 -50 9 SP-SM 22 0 B-3 53 5 -55 43 19 24 80 CL 24.0 B-3 58 5 -60 CH 23 0 B-3 63 -65 52 19 33 1 5° CH 170 1115 B-3 68 5 - 70 35 SM 23 0 B-3 73 5- 75 25 17 8 74 CL 21 0 B-4 1 - 3 1 5P CH 23 0 *Void ratio based on assumed specific gravity of 2 70 U=Unconfined Compr,Q=Q-Type,T=Torvane,P=Pocket Pen FIGURE B-4b SUMMARY OF LABORATORY RESULTS BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 870 Depth Liquid Plastic Plasticity Shear %<#200 USCS Water Dry Satur- Void Borehole (feet) Limit Limit Index Strength Sieve Group Content Density ation Ratio (ksf) Symbol (%) (pcf) (%) B-4 3- 5 1 25P CH 26 0 B-4 6 5-8 1 6° CH 24 0 102 1 B-4 8 - 10 56 20 36 1 25P 85 CH 24 0 B-4 13- 15 0 5P CH B-4 18-20 52 22 30 3 75P CH 21 0 B-4 23-25 1 6° CH 29 0 95 2 B-4 28- 30 53 21 32 3 OP CH 21 0 B-4 33- 35 2 7° CH 21 0 107 4 B-4 38 -40 2 75P CL 20.0 B-4 43 5-45 28 19 9 93 CL 20 0 B-4 53.5- 55 18 SM 23.0 B-4 585 -60 15 SM 210 B-4 63 -65 40 18 22 60 CL 20 0 B-5 0 - 1 1 75P CH 23 0 B-5 1 - 3 59 23 36 1.0P 87 CH 26.0 B-5 3 - 5 2 0P CH 22 0 B-5 65-8 45+P CH 320 B-5 8 - 10 62 30 32 2 OP CH 33 0 B-5 13- 15 3 25P CH B-5 18-20 71 25 46 1 8° 90 CH 26 0 97 5 B-5 23-25 60 20 40 1 5P CH 24 0 B-5 28- 30 2 5° CH 22 0 110 7 B-5 33- 35 65 26 39 3 5P 99 CH 27 0 B-5 38 -40 2 3° CH 23 0 105 5 B-5 43 -45 74 29 45 2.75P CH 29 0 *Void ratio based on assumed specific gravity of 2 70 U=Unconfined Compr,Q=Q-Type,T=Torvane,P=Pocket Pen FIGURE B-4c SUMMARY OF LABORATORY RESULTS BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 871 Shear USCS , Water Dry Satur- Depth Liquid Void Borehole (feet) Limit Plastic Plasticity St(ksf7th o/S �QO SGroup :ymbol Content Density 'I ationo Ratio B-5 48-50 2.0° CL 18.0 108.6 B-5 53 -55 4 5+P CH B-5 58 -60 28 20 8 1 0° 89 CL 20 0 109 4 B-5 63 -65 22 21 1 91 ML 21 0 B-5 68 5- 70 31 SM 24 0 B-5 83- 85 44 20 24 2 2° 71 CL 180 111.1 B-5 88 5 -90 60 ML 19 0 B-5 93 - 95 1 3° CH 27 0 99 8 B-6 0 - 1 50 22 28 2 5P 87 CH 22.0 B-6 1 - 3 55 21 34 1 75P 91 CH 24 0 B-6 3 - 5 1 75P CH 23 0 B-6 6.5 -8 1.0P CH 23 0 B-6 8 - 10 67 23 44 1 OP 90 CH 27 0 B-6 13 - 15 3 5P CH B-6 18 -20 2 75P CH B-7 0- 1 1 5P CH 22 0 B-7 1 - 3 4 5+P CH 17 0 B-7 3 - 5 63 23 40 3 5P 91 CH 21 0 B-7 65-8 1 25P CH 310 B-7 8 - 10 2 25P CH 21 0 B-7 13- 15 64 26 38 2 25P 99 CH 27 0 B-7 18 - 20 2 0P CH B-8 0 - 1 1 5P CH 23 0 B-8 1 - 3 59 21 38 3 5P 90 CH 22 0 B-8 3- 5 3 0P CH 21.0 "Void ratio based on assumed specific gravity of 2 70 U=Unconfined Compr,Q=Q-Type,T=Torvane,P=Pocket Pen FIGURE B-4d SUMMARY OF LABORATORY RESULTS BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 872 Shear o USCS Water Dry Satur- Void Borehole (feet)Depth Liquid Plastic L Limit Plasticity Strength /S eve0 Group Content Density ation Ratio (ksf) Symbol (%) (pcf) (%) B-8 6 5 - 8 5 70 25 45 1 5P CH 300 B-8 8 5 - 10 1.25P CH 27.0 B-8 13 - 15 3 25P CH B-8 18-20 1 5P CH B-9 0- 1 CH 21 0 B-9 1 - 3 4 5+P CH 21 0 B-9 3- 5 59 23 36 4 5+P CH 19 0 B-9 6.5-8 3.25P CH 24.0 B-9 8- 10 70 23 47 1 25P CH 29 0 B-9 13 - 15 3 0P CH B-9 18-20 0 5P CL B-10 0 - 1 CH 29 0 B-10 1 - 3 83 25 58 4 OP 95 CH 25 0 B-10 3- 5 3 75P CH 30.0 B-10 65- 85 19° CH 310 902 B-10 8 - 10 1 OP CH 36 0 B-10 13- 15 2.0P CH B-10 18-20 32 18 14 1 OP 81 CL 23 0 B-11 0 - 1 CH 33 0 B-11 1 - 3 0 5P CH 38 0 B-11 3- 5 80 26 54 0 5P CH 38 0 B-11 6 5-8 0 75P CH 390 B-11 8- 10 0 5° CH 38 0 84 2 B-11 13- 15 38 17 21 1 25P 86 CL 19 0 B-11 18 -20 0 5P CL *Void ratio based on assumed specific gravity of 2 70 U=Unconfined Compr,Q=Q-Type,T=Torvane, P=Pocket Pen FIGURE B-4e SUMMARY OF LABORATORY RESULTS BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 873 135 TEST RESULTS 130 Project Number: 700992001 Boring Number: B-6 125 Sample Depth: 0 - 1 feet Maximum Dry Density: 101 5 pcf 120 Optimum Moisture: 20.1 % Method Used: 698A Prepared: Wet Method 115 Ram Used: Mechanical Q 110 Z 105 LU 0 >- 100 CURVES OF 100% 0 SATURATION FOR N. SPECIFIC GRAVITY 95 \ EQUAL TO. 90 2 80 270 85 2 60 80 75 5 10 15 20 25 30 35 WATER CONTENT, As Recieved Moisture (%). 22 1 Liquid Limit* 50 Passing No. 4(%): NM Specific Gravity(Gs)* NM Plastic Limit: 22 Passing No. 200(%). 87 Method Used (Gs). N/A Plasticity Index: 28 Lab No.: Borrow Source Description: Not Provided Classification (ASTM D 2488)• FAT CLAY (CH) Classification (AASHTO M 145-95). A-7-6 NM = Not Measured FIGURE B-5 MOISTURE-DENSITY RELATIONSHIP BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND TEXAS 700992001 I 3/21 874 DRY DENSITY(PCF) 76 80 84 88 92 96 100 8 7 6 w I— U 5 O CBR=4.4 at 95% U --- Compaction 4 U 3 Q N CBR=2.1 at 90% 2 Compaction ASTM D698A Max Dry Optimum 1 Density Moisture — 101.5 20 1 • 0 II l I Specimen Identification Classification LL PL PI B-6 0 0 FAT CLAY(CH) 50 22 28 Method Used for Sample Prep and Compaction Moist Moist Moist Moist Soaked or Unsoaked? Soaked Soaked Soaked Soaked Number of Blows Per Layer 10 25 56 65 Dry Unit Weight, pcf- Before Soaking 77 8 90 2 101 3 -- Moisture Content, %- Before Compaction 18.8 19.4 19.4 -- Moisture Content, %-After Compaction 18.6 19.8 18.6 -- Moisture Content, %-Top 1-in After Soaking 34 7 28 6 23 9 -- Swell (Percentage of Initial Height) 3.3 3.1 1.5 -- Bearing Ratio 0 3 1 7 7 2 -- Surcharge Amount, lbs 10 10 10 -- FIGURE B-6 CALIFORNIA BEARING RATIO BAILEY ROAD LANES 3&4 VETERANS DRIVE TO STATE HIGHWAY 35 PEARLAND,TEXAS 700992001 I 3/21 875 APPENDIX C Drilled Shaft Capacity Curves Ninyo&Moore I Bailey Road Lanes 3&4,Pearland,Texas 1700992001 I March 17,2021 876 FOUNDATION CAPACITY WinCore Version 3 3 County BRAZORIA Hole B-1 District Houston Highway Bailey Road Structure Bridge Date 11/6/2019 Control Station 47+37 15 Grnd Elev 65 50 ft Offset 21 98'RT GW Elev -28 50 ft 36 inch Drilled Shaft +65 5 Top Hole Elevation Disregard above hard strata disabled 200 ton Design Load +44 Disregard Elevation Pb 2 Diameters Below Tip Checked Tip Elevation=-8 Skin Friction Limit=1 3 tsf TAT Values Preferentially Used 0 7 Soil Reduction Factor Used + 65.5 w/o Point Bearing w/Point Bearing 0 +45.5 20 +25.5 40 1- 5 5 60 e \ p v t � h -14 5 - 80 (Ft) (Ft) -34,5 - 100 -54 5 120 -74 5 140 0 80 160 240 320 400 480 Foundation Capacity(Tons) G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 877 FOUNDATION CAPACITY WinCore Version 3 3 County BRAZORIA Hole B-2 District Houston Highway Bailey Road Structure Bridge Date 11/19/2019 Control Station 49+71.98 Grnd.Elev. 45.60 ft Offset 24 51'RT GW Elev -7 00 ft 36 inch Drilled Shaft +45 6 Top Hole Elevation Disregard above hard strata disabled 200 ton Design Load +37 6 Disregard Elevation Pb 2 Diameters Below Tip Checked Tip Elevation=-7 9 Skin Friction Limit=1 3 tsf TAT Values Preferentially Used 0 7 Soil Reduction Factor Used w/o Point Bearing wl Point Bearing +45.6 — 0 +25 6 - - - - 20 +5 6 40 -14.4 60 e \ p V t h (Ft) -34 4 80 (Ft) -54.4 100 -74.4 120 -94 4 -- - 140 0 80 160 240 320 400 480 Foundation Capacity (Tons) G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 878 FOUNDATION CAPACITY WinCore Version 3.3 County BRAZORIA Hole B-3 District Houston Highway Bailey Road Structure Bridge Date 11/20/2019 Control Station 51+30 19 Grnd Elev 45 20 ft Offset 16 64'RT GW Elev -9 50 ft 36 inch Drilled Shaft +45 2 Top Hole Elevation Disregard above hard strata disabled 200 ton Design Load +37 2 Disregard Elevation Pb 2 Diameters Below Tip Checked Tip Elevation=-5.3 Skin Friction Limit=1.3 tsf TAT Values Preferentially Used 0 7 Soil Reduction Factor Used +452 w/o Point Bearing w/Point Bearing 0 +25 2 \ 20 +5.2 - - - - - - - - - 40 E � D 148 60 e �\ p v \ t -34 8 - - - - 80 (Ft) (Ft) -54.8 100 -74 8 120 -94.8 - 140 0 80 160 240 320 400 480 Foundation Capacity(Tons) G\_Fite ShareWctive Geotech Projects\700992001 FNI Bailey Road Lanes 3&4Wnalyses\WinCore\700992001 WinCore.clg 879 FOUNDATION CAPACITY WinCore Version 3 3 County BRAZORIA Hole B-4 District Houston Highway Bailey Road Structure Bridge Date 11/21/2019 Control Station 54+44 48 Grnd Elev 44 10 ft Offset 31 64'RT GW Elev -6 00 ft 36 inch Drilled Shaft +44 1 Top Hole Elevation Disregard above hard strata disabled 200 ton Design Load +36 1 Disregard Elevation Pb 2 Diameters Below Tip Checked Tip Elevation=-3 9 Skin Friction Limit=1 3 tsf TAT Values Preferentially Used 0 7 Soil Reduction Factor Used w/o Point Bearing wl Point Bearing +44.1 - 0 +24.1 20 +41 \ 40 E D -15.9 - - - 60 e e \ p v t (Ft) - (Ft) -55-9 100 -75.9 120 -95 9 140 0 80 160 240 320 400 480 Foundation Capacity(Tons) G.\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4\Analyses\WinCore\700992001 WinCore.clg 880 FOUNDATION CAPACITY WinCore Version 3 3 County BRAZORIA Hole B-5 District Houston Highway Bailey Road Structure Bridge Date 11/5/2019 Control Station 57+08 12 Grnd Elev 64 80 ft Offset 14.62'RT GW Elev. -28.00 ft 36 inch Drilled Shaft +64 8 Top Hole Elevation Disregard above hard strata disabled 200 ton Design Load +42 8 Disregard Elevation Pb 2 Diameters Below Tip Checked Tip Elevation=-2 2 Skin Friction Limit=1 3 tsf TAT Values Preferentially Used 0 7 Soil Reduction Factor Used + 64.8 w/o Point Bearing w/Point Bearing 0 +44 8 - - 20 N +24 8 40 E \ D 48 60 e � p v � t (Ft) -15.2 - 80 (Ft) -35 2 100 -55.2 120 -75 2 - - 140 0 80 160 240 320 400 480 Foundation Capacity(Tons) G\_File Share\Active Geotech Projects\700992001 FNI Bailey Road Lanes 3&4Wnalyses\WinCore\700992001 WinCore.clg 881 4 , t 2313 West Sam Houston Parkway North, Suite 119 I Houston, Texas 77043 I p 713 973 8400 ARIZONA I CALIFORNIA I COLORADO I NEVADA I TEXAS I UTAH ninyoandmoore.com 882 CITY OF PEARLAND APPENDIX B APPENDIX B BNSF OVERPASS AGREEMENT AND EXHIBITS 883 OVERPASS AGREEMENT BNSF File No.. BF-20247885 Mile Post 7.78 Line Segment 7051 U.S. DOT Number 023489P Mykawa Subdivision This Agreement ("Agreement"), is executed to be effective as of February 7, 2023 ("Effective Date"), by and between BNSF RAILWAY COMPANY, a Delaware corporation ("BNSF") and the City of Pearland, a political subdivision of the State of TX ("Agency") RECITALS: WHEREAS, BNSF owns and operates a line of railroad in and through the City of Pearland, State of TX; and WHEREAS, Agency desires to improve the Bailey Road crossing — D.O.T No. 023489P by constructing a new Eastbound overpass crossing on the south side of the existing overpass crossing NOW, THEREFORE, in consideration of the mutual covenants and agreements of the parties contained herein, the receipt and sufficiency of which are hereby acknowledged, the parties agree as follows ARTICLE I) SCOPE OF WORK 1) The term "Project" as used herein includes any and all work related to the construction of the proposed Eastbound Bailey Road Overpass (hereinafter referred to as the "Structure"), more particularly described on the Exhibit A, which is attached hereto and incorporated herein, including, but not limited to, any and all changes to telephone, telegraph, signal and electrical lines and appurtenances, temporary and permanent track work, fencing, grading, alterations to or new construction of drainage facilities, preliminary and construction engineering and contract preparation ARTICLE II) BNSF OBLIGATIONS In consideration of the covenants of Agency set forth herein and the faithful performance thereof, BNSF agrees as follows: 1) BNSF hereby grants to Agency, its successors and assigns, upon and subject to the terms and conditions set forth in this Agreement, a temporary non-exclusive license 1 of 16 884 (hereinafter called, "Temporary Construction License") to construct the Structure across or upon the portion of BNSF's right-of-way described further on Exhibit A, excepting and reserving BNSF's rights, and the rights of any others who have obtained, or may obtain, permission or authority from BNSF, to do the following A. Operate, maintain, renew and/or relocate any and all existing railroad track or tracks, wires, pipelines and other facilities of like character upon, over or under the surface of said right-of-way; B. Construct, operate, maintain, renew and/or relocate upon said right-of-way, without limitation, such facilities as the BNSF may from time to time deem appropriate, provided such facilities do not materially interfere with the Agency's use of the Structure; C Otherwise use or operate the right-of-way as BNSF may from time to time deem appropriate, provided such use or operations does not materially interfere with the Agency's use of the Structure, and D. Require the Agency or its contractor to execute a Temporary Construction Crossing Agreement, for any temporary crossing requested to aid in the construction of this Project The term of the Temporary Construction License begins on the Effective Date and ends on the earlier of (i) substantial completion of the Structure, or (ii) twenty-four (24) months following the Effective Date The Temporary Construction License and related rights given by BNSF to Agency in this provision are without warranty of title of any kind, express or implied, and no covenant of warranty of title will be implied from the use of any word or words herein contained. The Temporary Construction License is for construction of the Structure only and shall not be used by Agency for any other purpose Agency acknowledges and agrees that Agency shall not have the right, under the Temporary Construction License, to use the Structure for any other purpose than construction In the event Agency is evicted by anyone owning, or claiming title to or any interest in said right-of-way, BNSF will not be liable to Agency for any damages, losses or any expenses of any nature whatsoever The granting of similar rights to others, subsequent to the date of this Agreement, will not impair or interfere with the rights granted to Agency herein Since the proposed widening of the Structure will not require a new Easement Agreement, there will be no Exhibit B required for this Agreement 2) BNSF will furnish all labor, materials, tools, and equipment for railroad work required for the construction of the Project, such railroad work and the estimated cost thereof being as shown on Exhibit D attached hereto and made a part hereof. In the event construction on the Project has not commenced within six (6) months following the Effective Date, BNSF may, in its sole and absolute discretion, revise the cost estimates set forth in said Exhibit D. In such event, the revised cost estimates will become a part of this Agreement as though originally set forth herein. Any item of 2 of 16 885 work incidental to the items listed on Exhibit D not specifically mentioned therein may be included as a part of this Agreement upon written approval of Agency, which approval will not be unreasonably withheld. Construction of the Project must include the following railroad work by BNSF: A. Procurement of materials, equipment and supplies necessary for the railroad work, B. Preliminary engineering, design, and contract preparation, C Furnishing of flagging services during construction of the Project as required and set forth in further detail on Exhibit C, D. Furnishing engineering and inspection as required in connection with the construction of the Project, E. Providing a contract project coordinator, at Agency's expense, to serve as a project manager for the Project 3) BNSF will do all railroad work set forth in Article II, Section 2 above on an actual cost basis, when BNSF, in its sole discretion, determines it is required by its labor agreements to perform such work with its own employees working under applicable collective bargaining agreements. 4) Agency agrees to reimburse BNSF for work of an emergency nature caused by Agency or Agency's contractor in connection with the Project which BNSF deems is reasonably necessary for the immediate restoration of railroad operations, or for the protection of persons or BNSF property. Such work may be performed by BNSF without prior approval of Agency and Agency agrees to fully reimburse BNSF for all such emergency work 5) BNSF may charge Agency for insurance expenses, including self-insurance expenses, when such expenses cover the cost of Employer's Liability (including, without limitation, liability under the Federal Employer's Liability Act) in connection with the construction of the Project. Such charges will be considered part of the actual cost of the Project, regardless of the nature or amount of ultimate liability for injury, loss or death to BNSF's employees, if any 6) During the construction of the Project, BNSF will send Agency progressive invoices detailing the costs of the railroad work performed by BNSF under this Agreement. Agency must reimburse BNSF for completed force-account work within thirty(30)days of the date of the invoice for such work Upon completion of the Project, BNSF will send Agency a detailed invoice of final costs, segregated as to labor and materials for each item in the recapitulation shown on Exhibit D Pursuant to this section and Article IV, Section 7 herein, Agency must pay the final invoice within ninety (90) days of the date of the final invoice. BNSF will assess a finance charge of 033% per day (12% per annum) on any unpaid sums or other charges due under this Agreement which 3 of 16 886 are past its credit terms. The finance charge continues to accrue daily until the date payment is received by BNSF, not the date payment is made or the date postmarked on the payment. Finance charges will be assessed on delinquent sums and other charges as of the end of the month and will be reduced by amounts in dispute and any unposted payments received by the month's end. Finance charges will be noted on invoices sent to Agency under this section. ARTICLE III) AGENCY OBLIGATIONS In consideration of the covenants of BNSF set forth herein and the faithful performance thereof, Agency agrees as follows 1) Agency must furnish to BNSF plans and specifications for the Project Four sets of said plans (reduced size 11" x 17"), together with two copies of calculations, and two copies of specifications in English Units, must be submitted to BNSF for approval prior to commencement of any construction BNSF will give Agency final written approval of the plans and specifications substantially in the form of Exhibit E, attached to this Agreement and made a part hereof Upon BNSF's final written approval of the plans and specifications, said plans and specifications will become part of this Agreement and are hereby incorporated herein. Any approval of the plans and specifications by BNSF shall in no way obligate BNSF in any manner with respect to the finished product design and/or construction. Any approval by BNSF shall mean only that the plans and specifications meet the subjective standards of BNSF, and such approval by BNSF shall not be deemed to mean that the plans and specifications or construction is structurally sound and appropriate or that such plans and specifications meet applicable regulations, laws, statutes or local ordinances and/or building codes 2) Agency must make any required application and obtain all required permits and approvals for the construction of the Project 3) Agency must provide for and maintain minimum vertical and horizontal clearances, as required in Exhibit C and as approved by BNSF as part of the plans and specifications for the Project. 4) Agency must acquire all rights of way necessary for the construction of the Project 5) Agency must make any and all arrangements, in compliance with BNSF's Utility Accommodation Manual (http //www bnsf com/communities/faqs/pdf/utility.pdf), for the installation or relocation of wire lines, pipe lines and other facilities owned by private persons, companies, corporations, political subdivisions or public utilities other than BNSF which may be necessary for the construction of the Project 6) Agency must construct the Project as shown on the attached Exhibit A and do all work ("Agency's Work") provided for in the plans and specifications for the Project, except railroad work that will be performed by BNSF hereunder. Agency must furnish all 4 of 16 887 labor, materials, tools and equipment for the performance of Agency's Work The principal elements of Agency's Work are as follows A. Construction of the Structure, B. All necessary grading and paving, including backfill of excavations and restoration of disturbed vegetation on BNSF's right-of-way, C. Provide suitable drainage, both temporary and permanent; D. Provide appropriate vehicle control during construction; E. Design and construction of a permanent paved roadway across the Structure, F. Installation and maintenance of an 8-ft. high fence and/or concrete combination (throw fence) on the outside barrier of the Structure, G. Job site cleanup including removal of all construction materials, concrete debris, surplus soil, refuse, contaminated soils, asphalt debris, litter and other waste materials to the satisfaction of BNSF 7) Agency must apply and maintain said D 0 T Crossing number 023489P, in a conspicuous location on the Structure 8) Agency's Work must be performed by Agency or Agency's contractor in a manner that will not endanger or interfere with the safe and timely operations of BNSF and its facilities. 9) For any future inspection or maintenance, either routine or otherwise, performed by subcontractors on behalf of the Agency, Agency shall require the subcontractors to comply with the provisions of the attached Exhibit C and execute the agreement attached hereto as Exhibit C-1 Prior to performing any future maintenance with its own personnel, Agency shall comply with all of BNSF's applicable safety rules and regulations, require any Agency employee performing maintenance to complete the safety training program at the BNSF's Internet Website " www BNSFContractor com "; notify BNSF when, pursuant to the requirements of Exhibit C, a flagger is required to be present, procure, and have approved by BNSF's Risk Management Department, Railroad Protective Liability insurance 10)Agency must require its contractor(s) to notify BNSF's Roadmaster at least thirty (30) calendar days prior to requesting a BNSF flagman in accordance with the requirements of Exhibit C attached hereto Additionally, Agency must require its contractor(s) to notify BNSF's Manager of Public Projects thirty (30) calendar days prior to commencing work on BNSF property or near BNSF tracks 5 of 16 888 11)Agency or its contractor(s) must submit plans (including calculations in English Units) for proposed shoring, falsework or cribbing to be used over, under, or adjacent to BNSF's tracks to BNSF's Manager of Public Projects for approval The shoring, falsework or cribbing used by Agency's contractor shall comply with the BNSF Requirements for construction of Grade Separation Projects set forth on Exhibit F and all applicable requirements promulgated by state and federal agencies, departments, commissions and other legislative bodies. 12)Agency must include the following provisions in any contract with its provider(s) performing work on said Project: A. The Provider is placed on notice that fiber optic, communication and other cable lines and systems (collectively, the "Lines") owned by various telecommunications companies may be buried on BNSF's property or right-of-way The locations of these Lines have been included on the plans based on information from the telecommunications companies The Provider will be responsible for contacting BNSF and the telecommunications companies and notifying them of any work that may damage these Lines or facilities and/or interfere with their service The Provider must also mark all Lines shown on the plans or marked in the field in order to verify their locations The Provider must also use all reasonable methods when working in the BNSF right-of-way or on BNSF property to determine if any other Lines (fiber optic, cable, communication or otherwise) may exist. B. The Provider will be responsible for the rearrangement of any facilities or Lines determined to interfere with the construction. The Provider must cooperate fully with any telecommunications company(ies) in performing such rearrangements C Failure to mark or identify these Lines will be sufficient cause for BNSF to stop construction at no cost to the Agency or BNSF until these items are completed D In addition to the liability terms contained elsewhere in this Agreement, the Provider hereby indemnifies, defends and holds harmless BNSF for, from and against all cost, liability, and expense whatsoever (including, without limitation, attorney's fees and court costs and expenses) arising out of or in any way contributed to by any act or omission of Provider, its subcontractors, agents and/or employees that cause or in any way or degree contribute to (1) any damage to or destruction of any Lines by Provider, and/or its subcontractors, agents and/or employees, on BNSF's property or within BNSF's right-of-way, (2) any injury to or death of any person employed by or on behalf of any telecommunications company, and/or its contractor, agents and/or employees, on BNSF's property or within BNSF's right-of-way, and/or (3) any claim or cause of action for alleged loss of profits or revenue by, or loss of service by a customer or user of such telecommunication company(ies) THE LIABILITY ASSUMED BY CONTRACTOR WILL NOT BE AFFECTED BY THE FACT, IF IT IS A FACT, THAT THE DAMAGE, DESTRUCTION, INJURY, DEATH, CAUSE OF ACTION OR CLAIM WAS 0 CCASIONED BY OR CONTRIBUTED TO BY THE 6 of 16 889 NEGLIGENCE OF BNSF, ITS AGENTS, SERVANTS, EMPLOYEES OR OTHERWISE, EXCEPT TO THE EXTENT THAT SUCH CLAIMS ARE PROXIMATELY CAUSED BY THE INTENTIONAL MISCONDUCT OR GROSS NEGLIGENCE OF BNSF. 13)Agency must require compliance with the obligations set forth in this agreement, including Exhibit C and Exhibit C-1, and incorporate in each prime contract for construction of the Project, or the specifications therefor (i) the provisions set forth in Article III and IV; and (ii) the provisions set forth in Exhibit C, Exhibit C-1, and Exhibit F attached hereto and by reference made a part hereof. 14)Except as otherwise provided below in this Section 14, all construction work performed hereunder by Agency for the Project will be pursuant to a contract or contracts to be let by Agency, and all such contracts must include the following A. All work performed under such contract or contracts within the limits of BNSF's right-of-way must be performed in a good and workmanlike manner in accordance with plans and specifications approved by BNSF, B. Changes or modifications during construction that affect safety or BNSF operations must be subject to BNSF's approval, C No work will be commenced within BNSF's right-of-way until each of the prime contractors employed in connection with said work must have (i) executed and delivered to BNSF an agreement in the form of Exhibit C-1, and (ii) delivered to and secured BNSF's approval of the required insurance; and D. To facilitate scheduling for the Project, Agency shall have its contractor give BNSF's representative four (4) weeks advance notice of the proposed times and dates for work windows BNSF and Agency's contractor will establish mutually agreeable work windows for the Project BNSF has the right at any time to revise or change the work windows, due to train operations or service obligations BNSF will not be responsible for any additional costs and expenses resulting from a change in work windows. Additional costs and expenses resulting from a change in work windows shall be accounted for in the contractor's expenses for the Project. E. The plans and specifications for the Project must be in compliance with the BNSF Requirements for construction of Grade Separation Projects set forth on Exhibit F, attached to this Agreement and incorporated herein 15)Agency must advise the appropriate BNSF Manager of Public Projects, in writing, of the completion date of the Project within thirty (30) days after such completion date Additionally, Agency must notify BNSF's Manager of Public Projects, in writing, of the date on which Agency and/or its Contractor will meet with BNSF for the purpose of making final inspection of the Project. 7 of 16 890 16)TO THE FULLEST EXTENT PERMITTED BY LAW, AGENCY HEREBY RELEASES, INDEMNIFIES, DEFENDS AND HOLDS HARMLESS BNSF, ITS AFFILIATED COMPANIES, PARTNERS, SUCCESSORS, ASSIGNS, LEGAL REPRESENTATIVES, OFFICERS, DIRECTORS, SHAREHOLDERS, EMPLOYEES AND AGENTS FOR, FROM AND AGAINST ANY AND ALL CLAIMS, LIABILITIES, FINES, PENALTIES, COSTS, DAMAGES, LOSSES, LIENS, CAUSES OF ACTION, SUITS, DEMANDS, JUDGMENTS AND EXPENSES (INCLUDING, WITHOUT LIMITATION, COURT COSTS AND ATTORNEYS' FEES) OF ANY NATURE, KIND OR DESCRIPTION OF ANY PERSON (INCLUDING, WITHOUT LIMITATION, THE EMPLOYEES OF THE PARTIES HERETO) OR ENTITY DIRECTLY OR INDIRECTLY ARISING OUT OF, RESULTING FROM OR RELATED TO (IN WHOLE OR IN PART) (I) THE USE, OCCUPANCY OR PRESENCE OF AGENCY, ITS CONTRACTORS, SUBCONTRACTORS, EMPLOYEES OR AGENTS IN, ON, OR ABOUT THE CONSTRUCTION SITE, (II) THE PERFORMANCE, OR FAILURE TO PERFORM BY THE AGENCY, ITS CONTRACTORS, SUBCONTRACTORS, EMPLOYEES, OR AGENTS, ITS WORK OR ANY OBLIGATION UNDER THIS AGREEMENT, (III) THE SOLE OR CONTRIBUTING ACTS OR OMISSIONS OF AGENCY, ITS CONTRACTORS, SUBCONTRACTORS, EMPLOYEES, OR AGENTS IN, ON, OR ABOUT THE CONSTRUCTION SITE, (IV) AGENCY'S BREACH OF THE TEMPORARY CONSTRUCTION LICENSE OR EASEMENT GRANTED TO AGENCY PURSUANT TO ARTICLE II OF THIS AGREEMENT, (V) ANY RIGHTS OR INTERESTS GRANTED TO AGENCY PURSUANT TO THE TEMPORARY CONSTRUCTION LICENSE OR EASEMENT DISCUSSED IN ARTICLE II OF THIS AGREEMENT, (VI) AGENCY'S OCCUPATION AND USE OF BNSF'S PROPERTY OR RIGHT-OF-WAY, INCLUDING, WITHOUT LIMITATION, SUBSEQUENT MAINTENANCE OF THE STRUCTURE BY AGENCY, OR (VII) AN ACT OR OMISSION OF AGENCY OR ITS OFFICERS, AGENTS, INVITEES, EMPLOYEES OR CONTRACTORS OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY OF THEM, OR ANYONE THEY CONTROL OR EXERCISE CONTROL OVER. THE LIABILITY ASSUMED BY AGENCY WILL NOT BE AFFECTED BY THE FACT, IF IT IS A FACT, THAT THE DAMAGE, DESTRUCTION, INJURY, OR DEATH WAS OCCASIONED BY OR CONTRIBUTED TO BY THE NEGLIGENCE OF BNSF, ITS AGENTS, SERVANTS, EMPLOYEES OR OTHERWISE, EXCEPT TO THE EXTENT THAT SUCH CLAIMS ARE PROXIMATELY CAUSED BY THE INTENTIONAL MISCONDUCT OR GROSS NEGLIGENCE OF BNSF. IT IS MUTUALLY NEGOTIATED BETWEEN THE PARTIES THAT THE INDEMNIFICATION OBLIGATION SHALL INCLUDE ALL CLAIMS BROUGHT BY CONTRACTOR'S EMPLOYEES AGAINST BNSF, ITS AGENTS, SERVANTS, EMPLOYEES OR OTHERWISE, AND CONTRACTOR EXPRESSLY WAIVES ANY IMMUNITY OTHERWISE PROVIDED UNDER APPLICABLE STATE WORKERS COMPENSATION OR SIMILAR LAWS AND ASSUMES POTENTIAL LIABILITY FOR ALL ACTIONS BROUGHT BY ITS EMPLOYEES. 17)Agency must give BNSF's Manager of Public Projects written notice to proceed ("Notice to Proceed") with the railroad work after receipt of necessary funds for the Project BNSF will not begin the railroad work (including, without limitation, 8 of 16 891 procurement of supplies, equipment or materials) until written notice to proceed is received from Agency ARTICLE IV) JOINT OBLIGATIONS IN CONSIDERATION of the premises, the parties hereto mutually agree to the following 1) All work contemplated in this Agreement must be performed in a good and workmanlike manner and each portion must be promptly commenced by the party obligated hereunder to perform the same and thereafter diligently prosecuted to conclusion in its logical order and sequence Furthermore, any changes or modifications during construction which affect BNSF will be subject to BNSF's written approval prior to the commencement of any such changes or modifications 2) The work hereunder must be done in accordance with the BNSF Requirements for construction of Grade Separation Projects set forth on Exhibit F and the detailed plans and specifications approved by BNSF 3) Agency must require its contractor(s) to reasonably adhere to the Project's construction schedule for all Project work The parties hereto mutually agree that BNSF's failure to complete the railroad work in accordance with the construction schedule due to inclement weather or unforeseen railroad emergencies will not constitute a breach of this Agreement by BNSF and will not subject BNSF to any liability Regardless of the requirements of the construction schedule, BNSF reserves the right to reallocate the labor forces assigned to complete the railroad work in the event of an emergency to provide for the immediate restoration of railroad operations of either (BNSF or its related railroads) or to protect persons or property on or near any BNSF owned property BNSF will not be liable for any additional costs or expenses resulting from any such reallocation of its labor forces The parties mutually agree that any reallocation of labor forces by BNSF pursuant to this provision and any direct or indirect consequences or costs resulting from any such reallocation will not constitute a breach of this Agreement by BNSF 4) BNSF will have the right to stop construction work on the Project if any of the following events take place (i) Agency (or any of its contractors) performs the Project work in a manner contrary to the plans and specifications approved by BNSF, (ii) Agency (or any of its contractors), in BNSF's opinion, prosecutes the Project work in a manner that is hazardous to BNSF property, facilities or the safe and expeditious movement of railroad traffic; (iii) the insurance described in the attached Exhibit C-1 is canceled during the course of the Project; or (iv) Agency fails to pay BNSF for the Temporary Construction License or the Easement pursuant to Article II, Section 1 of this Agreement. The work stoppage will continue until all necessary actions are taken by Agency or its contractor to rectify the situation to the satisfaction of BNSF's Division Engineer or until proof of additional insurance has been delivered to and accepted by BNSF In the event of a breach of (i) this Agreement, (ii) the Temporary Construction License, or (iii) the Easement, BNSF may immediately terminate the Temporary 9 of 16 892 Construction License or the Easement Any such work stoppage under this provision will not give rise to any liability on the part of BNSF BNSF's right to stop the work is in addition to any other rights BNSF may have including, but not limited to, actions or suits for damages or lost profits. In the event that BNSF desires to stop construction work on the Project, BNSF agrees to immediately notify the following individual in writing: Morgan Early City of Pearland Project Manager Engineering & Public Works 2016 Old Alvin Road Pearland, TX 77581 Email mearly@pearlandtx gov 5) Agency must supervise and inspect the operations of all Agency contractors to ensure compliance with the plans and specifications approved by BNSF, the terms of this Agreement and all safety requirements of BNSF. If BNSF determines that proper supervision and inspection are not being performed by Agency personnel at any time during construction of the Project, BNSF has the right to stop construction (within or adjacent to its operating right-of-way). Construction of the Project will not proceed until Agency corrects the situation to BNSF's reasonable satisfaction. If BNSF feels the situation is not being corrected in an expeditious manner, BNSF will immediately notify for appropriate corrective action 6) Pursuant to this section and Article II, Section 6 herein, Agency must reimburse BNSF in full for the actual costs of all work performed by BNSF under this Agreement (including taxes, such as applicable sales and use taxes, business and occupation taxes, and similar taxes) 7) All expenses detailed in statements sent to Agency pursuant to Article II, Section 7 herein will comply with the terms and provisions of the Title 23 U.S. Code, Title 23 Code of Federal Regulations, and the Federal-Aid Policy Guide, U.S. Department of Transportation, as amended from time to time, which manual is hereby incorporated into and made a part of this Agreement by reference The parties mutually agree that BNSF's preliminary engineering, design, and contract preparation costs described in Article II, Section 2 herein are part of the costs of the Project even though such work may have preceded the date of this Agreement 8) The parties mutually agree that neither construction activities for the Project, nor future maintenance of the Structure once completed, will be permitted during the fourth quarter of each calendar year. Emergency work will be permitted only upon prior notification to BNSF's Network Operations Center(telephone number 800 832-5452) The parties hereto mutually understand and agree that trains cannot be subjected to delay during this time period 10 of 16 893 9) Subject to the restrictions imposed by Article IV, Section 8 above, the construction of the Project will not commence until Agency gives BNSF's Manager of Public Projects thirty (30) days prior written notice of such commencement. The commencement notice will reference D 0 T Crossing No. 023489P and must state the time that construction activities will begin 10)In addition to the terms and conditions set forth elsewhere in this Agreement, including, but not limited to, the terms and conditions stated in Exhibit F, BNSF and Agency agree to the following terms upon completion of construction of the Project A. Agency will own and maintain, at its sole cost and expense, the Structure, the highway approaches, and appurtenances thereto, lighting, drainage and any access roadways to BNSF gates installed pursuant to this Agreement. BNSF may, at its option, perform maintenance on the Structure in order to avoid conflicts with train operations BNSF will notify Agency prior to performing any such maintenance on the Structure In the event such maintenance involves emergency repairs, BNSF will notify Agency at its earliest opportunity Agency must fully reimburse BNSF for the costs of maintenance performed by BNSF pursuant to this subsection B. Agency must, at Agency's sole cost and expense, keep the Structure painted and free from graffiti. C. Agency must provide BNSF with any and all necessary permits and maintain roadway traffic controls, at no cost to BNSF, whenever requested by BNSF to allow BNSF to inspect the Structure or to make emergency repairs thereto. D It is expressly understood by Agency and BNSF that any right to install utilities will be governed by a separate permit or license agreement between the parties hereto E. Agency must keep the Structure and surrounding areas clean and free from birds, pigeons, scavengers, vermin, creatures and other animals F. If Agency (including its contractors and agents) or BNSF, on behalf of Agency, performs (i) alterations or modifications to the Structure, or (ii) any maintenance or other work on the Structure with heavy tools, equipment or machinery at ground surface level horizontally within 25'-0" of the centerline of the nearest track, or (iii) any maintenance or other work outside the limits of the deck of the Structure vertically above the top of the rail, then Agency or its contractors and/or agents must procure and maintain the following insurance coverage, which may be changed from time to time. Railroad Protective Liability insurance naming only BNSF as the Insured with coverage of at least $5,000,000 per occurrence and $10,000,000 in the 11 of 16 894 aggregate. The policy shall be issued on a standard ISO form CG 00 35 12 04 and include the following. • Endorsed to include the Pollution Exclusion Amendment • Endorsed to include the Limited Seepage and Pollution Endorsement • Endorsed to remove any exclusion for punitive damages • Endorsed to include Evacuation Expense Coverage Endorsement. • No other endorsements restricting coverage may be added. • The original policy must be provided to BNSF prior to performing any work or services under this Agreement • Definition of "Physical Damage to Property" shall be endorsed to read "means direct and accidental loss of or damage to all property owned by any named insured and all property in any named insured' care, custody, and control arising out of the acts or omissions of the contractor named on the Declarations As used in this paragraph, "BNSF" means "Burlington Northern Santa Fe, LLC", "BNSF RAILWAY COMPANY" and the subsidiaries, successors, assigns and affiliates of each In lieu of providing a Railroad Protective Liability Policy, Agency may participate in BNSF's Blanket Railroad Protective Liability Insurance Policy if available to Agency or its contractors The limits of coverage are the same as above 11)Agency hereby grants to BNSF, at no cost or expense to BNSF, a permanent right of access from Agency property to BNSF tracks for maintenance purposes 12)Agency must provide one set of as built plans (prepared in English Units) to BNSF, as well as one set of computer diskettes containing as built CAD drawings of the Structure and identifying the software used for the CAD drawings. The "as built plans" must comply with the BNSF Requirements for construction of Grade Separation Projects set forth on Exhibit F and depict all information in BNSF engineering stationing and mile post pluses. The "as built plans" must also include plan and profile, structural bridge drawings and specifications, and drainage plans. All improvements and facilities must be shown 13)Subject to the restrictions imposed by Article IV, Section 8 above and in accordance with the requirements of Article III, Section 9 above, Agency must notify and obtain prior authorization from BNSF's Manager of Public Projects before entering BNSF's right-of-way for INSPECTION OR MAINTENANCE purposes, and the BNSF Manager of Public Projects will determine if flagging is required. If the construction work hereunder is contracted, Agency must require its prime contractor(s) to comply with the obligations set forth in Exhibit C and Exhibit C-1, as the same may be revised from time to time Agency will be responsible for its contractor(s) compliance with such obligations 12 of 16 895 14)In the event that BNSF shall deem it necessary or desirable in the future, in the performance of its duty as a common carrier, to raise or lower the grade or change the alignment of its tracks or to lay additional track or tracks or to build other facilities in connection with the operation of its railroad, BNSF shall, at its expense, have full right to make such changes or additions, provided such changes or additions do not change or alter the Structure herein proposed to be constructed and provided further, however, that should it become necessary or desirable in the future to change, alter, widen or reconstruct the Structure to accommodate railroad projects, the cost of such work, including any cost incidental to alteration of railroad or highway facilities made necessary by the alteration of the Structure shall be the sole responsibility of Agency 15)Agency may, at Agency's sole expense, alter or reconstruct the highway components of the Structure if necessary or desirable, due to traffic conditions or pedestrian or other recreational traffic, provided, however, that any such alteration or reconstruction must receive BNSF's prior written approval as evidenced by either a supplement to this Agreement, or execution of a new agreement that provides for the termination of this Agreement. 16)Any books, papers, records and accounts of the parties hereto relating to the work hereunder or the costs or expenses for labor and material connected with the construction will at all reasonable times be open to inspection and audit by the agents and authorized representatives of the parties hereto, as well as the State of TX and the Federal Highway Administration, for a period of one (1) year from the date of the final BNSF invoice under this Agreement 17)The covenants and provisions of this Agreement are binding upon and inure to the benefit of the successors and assigns of the parties hereto. Notwithstanding the preceding sentence, neither party hereto may assign any of its rights or obligations hereunder without the prior written consent of the other party. 18)In the event construction of the Project does not commence within two (2) years of the Effective Date, this Agreement will become null and void 19)Neither termination nor expiration of this Agreement will release either party from any liability or obligation under this Agreement, whether of indemnity or otherwise, resulting from any acts, omissions or events happening prior to the date of termination or expiration. 20)To the maximum extent possible, each provision of this Agreement will be interpreted in such a manner as to be effective and valid under applicable law. If any provision of this Agreement is prohibited by, or held to be invalid under, applicable law, such provision will be ineffective solely to the extent of such prohibition or invalidity and the remainder of the provision will be enforceable 13 of 16 896 21)This Agreement (including exhibits and other documents, manuals, etc incorporated herein) is the full and complete agreement between BNSF and Agency with respect to the subject matter herein and supersedes any and all other prior agreements between the parties hereto. 22)Any notice provided for herein or concerning this Agreement must be in writing and will be deemed sufficiently given when sent by certified mail, return receipt requested, to the parties at the following addresses: BNSF. Manager Public Projects 4200 Deen Road Fort Worth, TX 76106 Agency Assistant Director of Capital Projects Engineering & Capital Projects 2559 Hillhouse Road Pearland, TX 77584 SIGNATURE PAGE FOLLOWS 14 of 16 897 IN WITNESS WHEREOF, the parties hereto have caused this Agreement to be executed and attested by its duly qualified and authorized officials as of the day and year first above written CITY OF PEARLAND, TEXAS By: Printed Name: Title: [REMAINDER OF THIS PAGE LEFT INTENTIONALLY BLANK] (CITY Signature Page for Bailey Road EASTBOUND overpass Agreement) 15 of 16 898 BNSF RAILWAY COMPANY By: Printed Name. Cheryl Townlian Title Assistant Director Public Projects [REMAINDER OF THIS PAGE LEFT INTENTIONALLY BLANK] (BNSF Signature Page for Bailey Road EASTBOUND overpass Agreement) o 16 of 16 899 CITY OF PEARLAND BAILEY ROAD EXPANSION VETERANS DRIVE SUBMITTAL OMSTATE HIGHWAY 35 TTRAIN DATA. RAIN SPEED=35 MPH 60Q/) SUBMITTAL DAILY TRAINS N/A DAILY SWITCHING MOVES.N/A JULY 2021 -4i • ��© Bid No.: XXXX-XX 3.4. _%wr �„ ,r ,/ EXHIBIT A naI ` '' Drawing Index �-PI�`` , 9 (SEE SHEET 2 FOR DRAWING INDEX) `am 1011111r E 1 Pf �� �� ci 9C Illitilb ariada4111 Wail . JU! 1 Vn11111! PROJECT TEX AS .Mr 9 LOCATION lST, t 8c) ' I ,..n oaa J MAYOR ii . e - \ Tom Reid 11111.11111111.11. COUNCIL ' Mayor Pro Tem J David Little Position 1 Luke Orlando Position 2 Tony Carbone 11111'0'\• Position 3 Gary Moore Position 4 Adrian Hernandez Position 5 J David Little Project Location Map Position 6 Trent Perez CON i -2.000 Position 7 Woody Owens RAILROADS. B STF RNLRO D CITY MANAGER DOT/023489P Clay Pearson NOT FOR CONSTRUCTOR SUBMITTED BY AdsDEPUTY CITY MANAGER ASST.CITY MANAGER MenranDave.,,E — DATE Freese And Nichols,Pc. Trent Epperson Ron Fraser Director of Engineering Director of Public Works DATE. ROEert D Upton P E roues Rot r rmm F z,. Robert D Upton,P E Clarence Wittwer °°BLef of Ergireanig 900 0� P`I.3 apul\v \fi\-M:aef ZS8S0:.asp weyp:i-ILOL'pL tar:slop r+tiguoy 4Nv� h+n 1 +os 1.198411+.wrtw V X3-rawll NOISNVdX3 OVOL A311V9 ILR) o s NK reslt5t iu4o9 Writ Y VothON NOLLanaLSNoa bill/ON (0001)(0d-413)SSVd03A0 0V001V8 80A 3DN33 XNII NIVNZ 1_16 ZZ O6-310)SSVd63A0 OVO61W6 80A 3DN33 MN11 NIVN3 136 1Z N0113rL1SNO3 300186 803 S1N3I136111038 00061106 0Z-91 M606 30 3d00S L1 311308d 0NV NVId OVO6IIVL 91-11 1031dA1 300166 01 100AV1 300916 6 311306d 0NV NVId AVMOVO6 9-L SNO033S 1V01dA1 9-P V 63-S310N 1VL3N30 V 93-X30N1 133HS O3AO0 I 1i83030 NO11983530 0F733NS X3GNI JNIM` eJO WORK TO BE DOPE BY BURUNGTON NORTI-IBIN SANTA FE I BNSF TO PROVIDE CM PROJECT INSPECTOR WHO WILL BE A THIRD PARTY ENGINEERING REP GENERAL NOTES 1 CONTRACTOR WILL REQUIRE ACCESS ROADS WITHIN THE BNSF ROW FOR THE COMPLETION OF THE PROJECT LOCATION MID SECUTRITY RESTRICTIONS FOR TEMPORARY ACCESS ROADS WILL BE COORDINATED BETWEEN BNSF AND THE CITY OF PEARLAND CONTRACTOR 2 DRILLED SHAFTS WITHIN THE INFLUENCE OF TRACK SURCHARGE SHALL BE DESIGNED WITH TEMPORARY CASING TO PROTECT TRACK AGAINST CAVE-IN SUBSIDENCE AND/OR DISPLACEMENT OF SURROUNDING GROUND CASING SHALL BE DESIGNED FOR LIVE LOAD DUE TO THE RAILROAD SURCHARGE IN ADDITION TO ALL OTHER LOADS. 3. THE CITY OF PEARLAND CONTRACTOR WILL NOT BE ALLOWED TO PERFORM CONSTRUCTION OPERATIONS THAT WOULD REQUIRE TEMPORARY TRAIN SPEED REDUCTIONS DURING THE MONTHS OF OCTOBER THROUGH DECEMBER OF ANY YEAR 4. COORDINATION BETWEEN BNSF AND THE CITY OF PEARLAND CONTRACTOR WILL BE NEEDED TO SCHEDULE CONSTRUCTION COMPLY WITH ALL REQUIREMENTS OF THE REFERENCED PARTIES. COMMENCE WORK ONLY WHEN ADVISED BY BNSF 5. THE CITY OF PEARLAND CONTRACTOR WILL BE AT THE READY TO ASSIST BNSF IN THEIR RESPONSIBIUTIES. 6 NO DRAINAGE WILL BE ALLOWED ONTO THE BNSF ROW FROM THE PROPOSED BRIDGE 7 NO BILLBOARDS ARE IMPACTED 8. NO HAUL ROADS WILL BE REQUIRED CROSSING THE TRACKS. 9 TOTAL TRACK CLOSURE NOT TO EXCEED XX HOURS 10.RAILROAD FLAGGING TO BE PERFORMED BY A BNSF APPROVED THIRD PARTY FLAGGING COMPANY AND SHALL BE PAID FOR BY THE THE CITY LAr P.OJEL.rrvSPTV.q^OP BRAOE OVER()NSF ROW To DC PC'FO^"EB MY •"=o 11 CM PROJECT INSPECTION DURING THE BRIDGE CONSTRUCTION TO BE PERFORMED BY A BNSF HIRED THIRD PARTY ENGINEERING REPRESENTATIVE AND SHALL BE PAID FOR BY THE CITY 12 ANY SHORING SYSTEM THAT IMPACTS THE RAILROAD OPERATIONS AND/OR SUPPORTS RAILROAD EMBANKMENT SHALL BE DESIGNED AND CONSTRUCTED PER THE RAILROAD TEMPORARY SHORING REQUIREMENTS 13.ALL DEMOLITION WITHIN THE RAILROAD RIGHT-OF-WAY AND/OR DEMOLITION THAT MAY IMPACT __ - THE RAILROAD TRACKS OR OPERATIONS SHALL COMPLY WITH THE RAILROAD DEMOLITION REQUIREMENTS. TA ERECTION OVER THE RAILROAD RIGHT-OF-WAY SHALL BE DESIGNED TO CAUSE NO _ INTERRUPTION TO ANY RAILROAD OPERATIONS. mamm I5.THE ELEVATION OF THE EXISTING TOP-OF-RAIL PROFILE SHALL BE VERIFIED BEFORE et al OM VOL as BEGINNING CONSTRUCTION ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE RAILROAD PRIOR TO CONSTRUCTION NOT FOR CONSTRUCTION 16.THE PROPOSED GRADE SEPARATION PROJECT SHALL NOT CHANGE THE QUANTITY AND/OR CHARACTERISTICS OF THE FLOW IN THE RAILROAD DITCHES AND/OR DRAINAGE STRUCTURES. r.te lYmI mamma../21 17 THE CONTRACTOR MUST SUBMIT A PROPOSED METHOD OF EROSION AND SEDIMENT CONTROL Boom°°PERM gp°0¢s AND HAVE THE METHOD APPROVED BY THE RAILROAD PRIOR TO BEGINNING ANY GRADING ON THE PROJECT SITE Isu Ne;=,itl ..r tau 18 FOR RAILROAD COORDINATION PLEASE REFER TO THE RAILROADS COORDINATION REQUIREMENTS AS PART OF THE SPECIFICATIONS OR SPECIAL PROVISIONS OF THE PROJECT 19 TEMPORARY CONSTRUCTION CLEARANCES.INCLUDING FALSEWORK CLEARANCES SHALL COMPLY S.et v.N R1tu WITH BNSF MINIMUM CLEARANCES 20.ALL PERMANENT CLEARANCES SHALL BE VERIFIED BEFORE PROJECT CLOSEOUT F Om)ex-Frp BAILEY ROAD EXPANSION GENERAL NOTES EXA Ne:PR ON. SHEET vac RI4W2U21 �. 3 Dec.WI 20.2021 206pm User 03052 Fie N:\IF\Orusings\BNSF Exhibit AVntle.-EX A.PRog 902 VARIES 120 FT USUAL 145 FT VARIES 25-0 18-0 25-0 VARIES 26.-0 VARIES VARIES VARIES • 25'-37' 1 2'to 31' 51'TO 92' @ BAILEY ROAD R BAILEY ROAD 1I I rc MEDIAN 12 ¢ t t I _ I VARIES USUAL VARIES _ w EXIST PED w t RAIL fr.---Tlr---9' fil— r 11 - I III ���_yy�3_, ■ I, rNAT CND _ EXIST STORM SERER +47) - _JAL===J T��C .t`c% IfJ; (STA 16+23 TO STA 18+47) --- BAILEY ROAD EXIST RET EXIST RET WALL BAILEY ROAD WALL EXISTING TYPICAL ROADWAY SECTION EXISTING TYPICAL ROADWAY SECTION STA 16+23 TO STA 20+00 STA 56+45 TO STA 62+40 VARIES VARIES t 120 FT USUAL 120 FT USUAL 26-0 25-0 18-0 25-0 VARIES I • 28-0 25-0' 1 El.-0 I 25-0 VARIES I BAILEY ROAD i BAILEY ROAD w 8 rc l t j ' ELHIBITA __ _---- BNSF P RAWA■ND `-_---._�� ______ ______________ NAI CND_ ^ MVRR MILES-�DOT T.YJ.Y? NO 023489P UPS:29.532653.-95 278056 BAILEY ROAD BAILEY ROAD EXISTING TYPICAL ROADWAY SECTION EXISTING TYPICAL ROADWAY SECTION STA 20+00 TO STA 42+00 STA 62+40 TO STA 74+52 VARIES NOT FOR CONSTRUCTION 120 FT USUAL IRM[WNW tt RELEASED FOR PR VARIES 25-0 18-0 I 25-0 VARIES it PS ROT,r,BE ttSED FOR'aoo. aR x4.l E ONSiRU R I BAILEY ROAD 1 T.xa•Peu�b m.:,.. 3 t t 1 3 A EXIST PED �pync. �o . RAIL __ - I� X. maArs4ro. o-» • rnev(u21 ess w 1 �_��77��g� } AT S]N (NOj�'♦ 5' BAILEY ROAD EXPANSION `---EXIST RET WALL I ALL DIMENSIONS TO BACK OF CURB UNLESS OTHERWISE STATED. BNSF RAILROAD BAILEY ROAD 2 FOR TYPICAL SECTIONS FROM STA 48+00 ROADWAY TYPICAL SECTIONS TO STA 56+45 SEE BRIDGE TYPICAL EXHIBIT A FXISTING TYPICAL ROADWAY SECTION SECTION. STA 42+00 TO STA 68+00 PFIxttr PTulsv) SHEET QMR02, 1RT110P7 1v. LaneRick La c»eM Rm°swoon Bate:*2 20.303t t:SBPm Utter 0395R r,4 B:VF\Orue0pa\MS,Exhibit A\CV-BAILEY.TOP SECTS.Cp 903 APPROX.147 FT 18-6 25-0 NEEPpARIIANIES 37'-0- CPPROX 24 b BAILEY ROAD 17, rc rc RAII FY ROAD EXIST TYPICAL ROADWAY SECTION STA 74+52 TO STA 75+76(MEDIAN CROSS-OVER) STA 75+76 TO STA 77+29(4 LANE BOULEVARD) STA 77+29 TO STA 79+71(LEFT TURN LANE) 60 EXHIBIT A BNSF RAILWAY Q WELLS ROAD MYKAWA SUBDIVISION RR MILEPOST 7 78 DOT NO 023489P GPO.29.532653.-95.278058 VARIES VARIES VARIES 15'TO 28' I STSCIESION OHS OW_MC NO7 FOR CONSTRUCTION NANA7 ! tRs umREn a MIIFSIO fun RE .wwY a AEX OFOPenfro VFW OE PFPFORIM1 OF MPS 163749811 OM 7/20/21 IS 101.TO OE MOO OFFt CO5FOXFOK BOOM 09 KIWI 909POSIS WELLS ROAD EXIST TYPICAL ROADWAY SECTION STA 12+25 TO STA 17+1411200 Boa.,Sloe.. x MO honor;rev 7754 fam (OM.315-FOOO t WO)efR-Rm D• BAILEY ROAD EXPANSION 1 ALL DIMENSIONS TO BACK OF CURB UNLESS OTHERWISE STATED. BNSF RAILROAD ROADWAY TYPICAL SECTIONS EXHIBIT A MMre FRUM, SHEET T.. 7/20/2021 vER<wA 5 Rick Me Ron On* 0atr Jul 20.2021-1:58Pn User 03952 fee R:Vf\0rmmmge\BNSF ERn:tit A\UV-BMIM TRP-SECIS.U. 904 145 FT 120 FT USUAL 6. 0• VARIES 25-0 18VARIES-0 I 25-0 VARIES 26-0 VARIES VARIES SI-0• 25-37' 25-3Y 9'-0• I VARIESIt BALEY ROAD 1-0•(41N) 3•_0 BAILEY ROAD 6'-9' I-0 10'-°•I VARIES 15 18-0 g'_D- f_0. t tL t t 5-0 10'-0• EXIST PED t t Z-p �) I ® ; RAIL Are / '" P. w I WIDENING �+ t}{}}{y (� PGL PGL w / ir�� - -_O.OIOB FT1 FT=\ ( in - H //CC ii pq7 1° x r___T -- E BAILEY ROAD FOR SIDEWALK 8 -`. 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(d2)�4'.H-M.roim �0 0.0208 T/FT UNLESS OTHERWISE STATED. -r 2 SEE BRIDGE TRANSVERSE SECTIONS FOR / _ \\ ADDITIONAL DETAILS. '. GND ..>Y,C`l.(`1/ • FOR SIDEWALK& N RAILAT FOOTING DETAILSEE BAILEY ROAD EXPANSION EXIST RET ROADWAY DETAILS WALL BNSF RAILROAD BAILEY ROAD ROADWAY TYPICAL SECTIONS EXHIBIT A TYPICAL ROADWAY SECTION x...P0,195T SHEET STA 42+00 TO STA 48+00 N/A_ MOM, mA o, 6.a,- Rkk Lore aw M. Ran* Dole:Jul 20.2021 ,:SS, U,er.03952 II,N:\IF\b0.An4F\BNSF ETHOS A\00 8200Y TYP SECTS.Req 905 I_ , i C.E.FENCE 0 f , . . 9. .., N CV.. -- « <aN N SI WJL SCALE IN FEET a 1,, 11 0 cLi T« WB BAILEY ROAD T« a OCOL .1118= ; , 8 .. , FEN. E _ ~ 4 a g , in 00 51+00 52 00_i 534-00 54+00 55 1(5 /, • a N EB BAILEY ROAD. Ir NOTES. W— s — r I — — d _ y� I I _ r 1 — W 1 ALL DIMENSIONS TO BACK OF CURB Z _ —� , � 1 I _ I1 _ —� E 1 o J UNLESS OTHERWISE STATED I o I EV a 3 A.ii : M :11 Q "I I / G 3_/ JU 4 0 4' = EXHIBIT A Q/ BNSF RAILWAY� MYKAWA SUBDIVISION • RDOTIT NPO 34 89 78 P GPS.29.532653.-95_278058 NOT FOR CONSTRUCTION MVO.G.WIXOM ISR-10 MO NE FOR PROFILE SEE SHEET 8 0 ISBOOM 040.N,N,T 10 Bit tfit-0 E5 ""° 11,11MWES fen OM)SS-THH * BAILEY ROAD EXPANSION BNSF RAILROAD BAILEY ROAD PLAN EXHIBIT A _ STATION 50W0 55000 _ SHEET RV Isio 1 Y T w. ftrAH�el w0 or,, F(a BeMan POW Jul 20.2021 11:52em User 03952 Ea:N:\IF\Drwings\9NSF E.niail A\CS-BNIE'-PNP 09-'9-JO0.9 906 HIGH POINT STA.52+25.01 HIGH POINT ELEV.81 12 PVI STA.52+25.00 PVI ELEV.87 31 0 10 20 40 SCALE: GRADE CHANGE. -9.00% X. 61 12 '.20' SCALE IN FEET 88 550.00 VC VERT:I=2 88 86 86 Ia4 „....--------------------T _ , _ 82 IIs4. ms.— 8^82 -� - PROP TC � 'R .r---Al---_-0--...°0.4rri' A,-—--..N./s.I Mr.:I I /A/__., 78 � / III, \\�\ :06 876 041110_1./*1.ft1..1.%_1 s111.111._ - :4-.0 72 / #"'f)Wr°- ,FY/ 72 _ EXHIBIT T BNSF RAILWAY ../ 70 T / 7: MYNAWA SUBDIVISION RR MILEPOST T 74 -- FOR PLAN SEE SHEET 8 DOT NO 023489P GP3:29.532653..95.278058 68 I 68 _ 66 66 64 64 IK aSrn.IaN am NOT FOR CONSTRUCTION 62 62 icvww`�ueiia=o.. 60 60 T..=14w.e e'er:.•q'A,-r,,.. =NM se se 5< 54 BAILEY ROAD EXPANSION - BNSF RAILROAD 52 CL E%ISI GND N ROW 52 BAILEY ROAD PROFILE EXHIBIT A W S ROW N, STATION 50000 55+00 w PI0AM? yeET y& 30 :>° VP :8 -a 1L .o 8 S R 2 P a.. �rzmo:, ,�«. r r Q.,o = w Im l.. O 50+00 50+50 51+00 51+50 52+00 52+50 53+00 53+50 54+00 54+50 55+00 0,..R.,. R.,.....,..,A 1:10..:001 20.2021 11:520.0 User:03002 RI:N:\IF\000n00F\RISE EMitit A\CV-60AEY POP 00 10 .AIAdO0 907 (4,) NOTES I RAILROAD COMPANY TO BE PERFORMED BY A BNSF APPROVED THIRD PARTY FLAGGING COMPANY AND SHALL BE PAID FOR BY THE THE CITY 53+O0 2 CM PROJECT INSPECTION OF BRIDGE OVER BNSF ROW TO BE PERFORMED BY A 0 20 40' �- ; ��' THIRD PARTY ENGINEERING REPRESENTATIVE MD SHALL BE PAID FOR BY BNSF SCALE IN FEET ;� LLO/... RAILROAD. HORIZONTAL - 3 ANY SHORING SYSTEM THAT IMPACTS THE RAILROAD OPERATIONS AND/OR SUPPORTS 0 20 40 i� - ... ID RAILROAD EMBANKMENT SHALL BE DESIGNED AND CONSTRUCTED PER THE RAILROAD 8 - TEMPORARY SHORING REOUIREMENTS. SCALE I FEET '.j0 . 4 VERTICµ l-� 52� EE -11 4 ALL DEMOUTK)N WITHIN THE RAILROAD RIGHT-OF-WAY ANO/OR DEMOLITION THAT IIII}/ '� IS MAY IMPACT THE RAILROAD TRACKS OR OPERATIONS SHALL COMPLY WITH THE 22.4 - - \9 1 I RAILROAD DEMOLITION REQUIREMENTS. s 0HZ. YAP 1/' /may FUTURE TRACK --'E - / - 5 ERECTION OVER THE RAILROAD RIGHT-OF-WAY SHALL BE DESIGNED TO CAUSE NO CE Szr00/���� !- I�- /� INTERRUPTION TO ALL RAILROAD OPERATIONS PROP - CRASHWALL /� 6. THE ELEVATION OF THE EXISTING TOP-Of-RAIL PROFILE SHALL BE VERIFIED A 1180 /' Q BENT 6 I BEFORE BEGINNING CONSTRUCTION. ALL DISCREPANCIES SHALL BE BROUGHT TO I.° MAIN TRACK ST(A I THE ATTENTION OF THE RAILROAD PRIOR TO CONSTRUCTION. "- SU Y RO / OAo I / 7 THE PROPOSED GRADE SEPARATION PROJECT SWILL NOT CHANGE THE QUANTITY 5\../- ' _ /' // ��P\`EY R .�I AND/OR CHARACTERISTICS OF THE FLOW IN THE RAILROAD DITCHES AND/OR it / DRAINAGE STRUCTURES. Q GIRDER �I` PROP WALL 20-0 ......."-- 0 25 / EB 8 6 THE CONTRACTOR MUST SUBMIT A PROPOSED METHOD OF EROSION AND SEDIMENT /' N/� I ( ....... CONTROL AND HAVE THE METHOD APPROVED BY THE RAILROAD PRIOR TO • +f `�� BEGINNING ANY GRADING ON THE PROJECT SITE ' I I - /' - /� ` 9 FOR RAILROAD COORDINATION PLEASE REFER TO THE RAILROAD'S COORDINATION N� I r TORE TRACK REQUIREMENTS AS PART OF THE SPECIFICATIONS OR SPECIAL PROVISIONS OF THE 1 N i /' PROJECT 1 $ p 10.TEMPORARY CONSTRUCTION CLEARANCES,INCLUDING FALSEWORK CLEARANCES, •p; �''` N -/' _�GIRDER 7 SHALL COMPLY WITH BNSF MINIMUM CLEARANCES. • I / r �/-/ rc II ALL PERMANENT CLEARANCES SHALL BE VERIFIED BEFORE PROJECT CLOSEOUT / ' �I//'IZONTAL__ - 12 CITY TO APPLY THE FOLLOWING INFORMATION USING SEVEN(7)INCH HIGH BOCK CE/ TRACK 4003 LETTERING AND NUMBERING ON WHITE BACKGROUND IN A CONSPICUOUS LOCATION ON THE SOUTH SIDE OF THE PROPOSED EASTBOUND STRUCTURE AND ON THE - NORTH SIDE OF THE EXISTING(WESTBOUND)STRUCTURE NEW THE CENTER LINE OF n'',/ - I THE EXISTING EAST RAILROAD TRACK BELOW' PLAN DOTMP 7 NO 023489P EXHIBITA -,..5.'"--- I BNSF RAILWAY - SPAN 5 MYWIWA SUBDIVISION T{BENT 5 RR MILEPOST 7 78 STA 51+65.7. DOT NO.023489P GPS.29 532653.-95.278058 • : 115 100-0 115 • : 110 110 : _. BNSF .-TRACK .- -_.__._ - - - {^_BASE - , 105 RIGHT OF WAY-- 50'-0 50-0 RIGHT OF WAY 105 I - - 9K 01•50e.10N DOT wN. tl.L 100 , 845-0 BRIDGE LENGTH , 100 OR I 845-0 PR22/T551 RAIL % ] NOT FOR CONSTRUCTION 125 ._._.._._�—.-0 $P"_.AN LENGTH .'vuM IMPS rlxiisxEIL.P t1xt FENCE e5 x „ X x k yy IIasMOM cot rtrxivrs. • B0 M r.r...oro N.roN.iz ss, _ GIRDER 7(TX54) -. _ s To .I (}- 20.-0 l I 20-0 .2Tfli ro 11200 r°°°.°'.a rose...5..:uo I 1 - 1 _......�.ACCB$ r.. seOM/N5s-.T00 es t_NTURE 2T-0' I t 0I -.rol ROAD • 8T MIN TRACK n H • : ss HORIZ TRACK ___-_ .0d- _- _ _-._--.__ CLEAR. i j _�. M84 • ss - 21 7' ~-E SIN `-T FUTURE -� I i I TRACK I TRACK HORIZ : el I P+W+II r _-_ __ I CLEpR1 so 25,E_CLEM I u -- - - - - -/- - • 4s 5 BAILEY ROAD EXPANSION 40 - PROP CRASH WALL T/RAIL T/RAIL -I-- �y�k L- - ______ _EL=50.15i EL-50.744 1_-.J I l l Fk BE 5 IE BENT 6 >s EXHIBIT A u51+50 52+00 52+50 53+00 ...Poo P111190T Be. SHEET ELEVATION1 N..T ... 9 SPAN s P..e1 Ran Sr* IM1.:J1II 20.2021-11:52.. TIT.,03952 re.:N1\flBN*In9.\eNSF E.IINI A\sT-PRL-PP-ewe(001).e19 908 39-0 26-7 12-5 I _ 1_5 1_5 1-0 T551 7551 Rt22 FENCE BARRIER ] RNl 2 LANES 0 12 24-0 7 RAIL 10-0 I SIDEWALK BAILEY/OILER DR iV h RGL m NOIRNAL RACE - FENCE BARKER OF RM. 1 w'p yyy 1 n 2.07. I.OIRDER 1 CE GIRDER 7 6 SPA 0 5.500 -33-0 3-0 • 7x54 GIRDERS SPANS 5 TYPICAL TRANSVERSE SECTION u2 1•-0. DESCR•rhOti OM MK Pt NOT FOR CONSTRUCTION A BAILEY ROAD EXPANSION p0NR EXHIBIT A T tN.PROM, SHEET How 7I20/10,21 Ara 10 4 .. FM WO:Jul 20.2021 11:52.m U..r 03052 RU:N:\IF\Drawina.\aISF Exhibit A\ST-PRL-SC-OMMG(Ex1).C.q 909 N _.. _STA N F 14AJ 0 TRACK �, MP 7 78 N•13760822.37 _ E:3152550.56 - I FFUTURE TRACK BNSF RR EXIST RO.WO 0 10 10 AO �L BNSF TRACK 1003 TO RR STA.RAVINGS G!'41F IN FEET ____//_ BNSF MAIN TRACK o i N 0 0 w c_FUTURE TRACK r - w N 10+00 11+00 _ - 12+00----=- •___..—I-- —_. -- 13+00 1 1 I4R w oI =I w l U 1-- To RR sTA.MmAWA p Yf INCREASING MILEPOST • I .r BNSF RR EXIST ROW SCALE HORZ.1-20' oe 0ERT:1=2' 88 EXHIBIT A BNSF RAILWAY 66 86 MYKAWA SUBDIVISION RR MILEPOST 7 78 DOT NO.023489P GPS.29 532653.-95.278058 64 64 . . 62 62 60 60 1.c mg.,. art PIK oa NO7 FOR CONSTRUCTION 58 58 56 56 .-0 -a,. A 54 54 00 o-om.er se..l.s.N 23Ro x. 52 f EXIST MIN TRACY TOP OF RAIL sz so 50 .., x N R Y BNLEY ROAD EXPANSION n� 48S g_ Q _ A 5 A. R g 46 BNSF RAILROAD 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 PLAN 6 PROFILE EXHIBIT A nhox.PALMS, SHEET 134 71 �., ,=r 11 Oxiter MOLAR. ,,,,xuA, wn p,xuxuxu T.:JulMorn20,2021 "Morn 03 FIN:952 N:\IF\Onn0n°.\°NSF Exhibit E 0.,AXHIBIT A-RR-PNP 1-0'.9 SO 910 Er GAS LINE _` z FUTURE TRACK WISE RR EXIST R.O.W. �.*� '• __.,_______ FUTURE TRACK C 0 10 20. 40 O /TO RR 5TA RAVINGS I BNSF TRACK 1003 + 0 SCALE IN FEET a BNSF MAIN TRACK o ..._.. -.. 01 M a- 0 W S f!FUTURE TRACK... r — 8+� ._.._-. .. __._ _-_L. g=l_..__ _.___- __-I__ ft FUTURE TRACK Z W t j 1r I— o _ _ _ + W N — 1. W 6S, Id Z IA I nrnEASNG LrrsosL \ Z N a — — — — 1 1- 3 TO RR STA.NNKAWA. o P 6NSF RR EXIST R.O.W. `. — ' \ SCALE' NORZ'I=20. 66 VERT:I=2 68 EXHIBIT A I BNSF RAILWAY 66 I 66 MYKAWA SUBDIVISION -- - - RR MILEPOST 7 78 DOT NO 023489P , UPS 29.532653-95.278058 64 64 62 62 B0 60 Nv.019 1KAl IIAIE 000. CNC NOT FOR CONSTRUCTION S6 SB 001021l10281 56 I 56 .«0 w «.J e a m,,,.. I A 54 54 w.2320 52 F E)JST AIAM TRACK TOP OF PAIL 52 �c De. A,Ary T70KK-LP OFRA . ',- I ' BAILEY ROAD EXPANSION 46 R R Si St R S 52 BNSF RAILROAD -' '- PLAN&PROFILE 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 EXHIBIT •..003196.37 se. SHEET D.. 0.1.: , = 12 0.0, R.30 OaM:Jul 20.2021 1100am U0 0 03002 Fr.N:\IF\Ormmpp\SNSF ErNCR A\EZHIOIT A-RR-PNP 1-00. 911 1 PROP CRASH WALL o N �w \ BEGIN BRIDGE II , 1 ` T R BAILEY RD STA 52+20.80 • =� I'',., N a 'u ' _` Ai \FL BNSF MAIN TRACK STA 20+00 , ; ��PROP CRASH WALL• _ �.�. kr-����rlJ� FUTURE TRACK m^ Ta BNSF RR EXIST R.O.W. \ BNSF R EXIST R.O.W. CE BNSF TRACK 1003 `� 1 1}^\,\\ U�$7�III / 0 10 20 60' 0 \ t jul TO RR STA.RASIINGS 0 SCALE IN FEET O,▪N q BNSF AWN TRACK \ - END BRIDGE BAILEY RD STA 52+31 67 K - CV N 1 C{,BNSF MAIN TRACK STA 20+00 o i FUTURETRAC W N \�.\ \A $ / Ex0r:4 :ATE:u:E W= U W CIO �_--�-:\ \ 1in`7-`� 21+00 ry 22+00- 23+00 24. J W \ 0. W H- c o EXIST FIBER OPTIC H 70 BR STA'MYNAWA _. _ • ` W \ R - 7 FT INCREASING MKEPOST 'A \ BNSF RR EAST R.O.W. \1 BNSF RR EAST R.O.W. \. - �_ \f. _ .. eta. ,. EXHIBIT A BNSF RAILWAY MYKAWA SUBDIVISION RR MILEPOST 7 78 DOT NO.023489P UPS.29.532653.-95.278058 FOR PLAN SEE SHEET 14roc ooa.o NOT FOR CONSTRUCTION MVO.OF WOW 0.1401 OVER INF AMONITr OF 644F.!swam Pl. FF.AFG oil Pow Furtoogs ...m R.y.:i�,.a m F 1I.. A Ave*.Fawn 7754 BAILEY ROAD EXPANSION BNSF RAILROAD PLAN&PROFILE EXHIBIT A SHEET 22021 2B d 13 KR 2 0e0:.IW 20.2021 I1:Slam Ulan 03952 FM:N:\If\Onwing.\BNSF Exhibit A\EMHIBIT A RP-POP 1-4.M9 912 HORZ:I 420' 88VERT:1'42' 88 86 ' 86 I BAILEY RD 84 84 82 82 I 80 BO PROPOSED BRIDGE 78 -- ■ 78 T Y 76 76 74 Ti I II 11"II II 74 72 72 I 70 70 EXHIBIT A BNSF RAILWAY MYKAWA SUBDIVISION 68 66 RR MILEPOST)76 DOT NO.023489P UPS 29.532653.-95.278058 66 66 - 64 64 - • 62 '_• g-' FOR PLAN SEE SHEET 13 62 .9 Ksrn.hw WE OM OR Xsg : v NOT FOR CONSTRUCTION I WE 7/20c'm 60 60 iw. sa se ragaTiftt 56 56 . .re ;e,, :�,.,s, 54 54 ei E EXIST MAIN TRACK TOP OF RAIL 52 52 BAILEY ROAD EXPANSION -- ----- - r -I t ---r------------' 50 50 PLAN A PROFILE EXHIBIT A m rn MINN SHEET 48 s s Q a 7 48 �.,HOW 1 z 14 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 707-. Ran Barevien 004:.ioi 20.2021 11:510m User 03052 801 H:\IF\OrvOiP9.\IIHSF Exhibit A\ExHIAT A-66-PHP 1-4.01g 913 _ tea . eRsr RR EAisl uow. rl FUTURE TRACK F NR STA.NASiiNGS 0 i0 • 0 10 20 40 BNSF TRACK 1003 p SCALE IN FEET + + N N1 1/r9NSF MAIN TRACK o N(O r Q H - — — — — , — — — — — _ H 1-- 1.4.1 2 g FUTURE TRACK W= 2!n _J W CC 25+00 26+00 27.00 28+00 291 Z NJ W 0 2 UI ry '=VI L) M0AEASMG MILEPOST C.) Q TO RR STA 1.11K AWA_ M n BASE RR EXIST R.O.W. SCALE MORZ,1=20' 60 VERT:1=2 68 EXHIBIT A . - - - -- BNSF RAILWAY 66 66 MYICAWA SUBDIVISION - - - - - RR MILEPOST 7 78 DOT NO 023489P . - - . GPS:29.532653.-95.27805E 64 64 • 62 _ _ - _. _62 • - - _ P(0E106•1PN OM MIK 04. . NOT FOR CONSTRUCTION 58 58 so-ia.w`n�om`°�T°"°„ . . _ .56 56 i..m R.o.N..e ..i.. -- IlingIMS 54 - - - - 54_ >eve..r Peolank Tea Pig z..ssm IY E(IST MAIN TRACK TOR OF RAIL r '(all.s.-.m 52 52 50 50 7 + BAILEY ROAD EXPANSION ,W,,4 b _ _ 48 BNSFRAILROAD 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 28+50 29+00 PLAN&PROFILE EXHIBIT A 222 13. 1 KR 1 2 15 Ow. Rid Lam O..M 10WB.m1w 001.0 Jul 20.2021-11:510N 11..R 02052 F.N:\IF\O'm:ny.\BNSF 2.98*A\EMS,A RR PNP I-*.ew5 914 �TL FUTURE TRACK Ck BNSF MAIN TRACK $TA 31+4570 �`c-> � MP.. 7 78 N:13762879.30 ---E:3151941_30 BNSF RR EAST R.O.W. 0 10 20 40' O TO RR STA.RAVINGS 1 CL BNSF TRACK 1003 SCALE IN FEET cn inN N q FUTURE TRACK C BNSF MAIN TRACK n N tal W w= 8 N Mid 00 F - 30+00 I 31+00 31+46 Id q U rn go INCREASING MILEPOST r TO RN STA.MYKAWA- Oo, ^ ( BNSF RR EAST R.O.W. )l I / SCALE: HORZ'1-20' N --ARD I.j 68 EXHIBIT A BNSF RAILWAY 66 66 MYKAWA SUBDIVISION • - RR MILEPOST 7 78 , DOT NO.023489P - - - GPO:29.532653-95.278058 64 64 62 62 60 60 a..OM/WM OM 96N a«. NOT FOR CONSTRUCTION b 66 - vrz' iiAii1�N 56 t......4=.e e m.,.. linglagn 54 54 1200 N _ N 2320 CE EXIST MAIN TRACK TOP OF RAIL AwnOM)02 n01 - 52 ___ _ 62 60 u BAILEY ROAD EXPANSION x $ 4 i 48 - - - ,1 48 BNSF RAILROAD 29+00 29+50 30+00 30+50 31+00 31+46 PLAN&PROFILE EXHIBIT A FaYaw.:PRLIWAA 9NEET Pr 7 , ' 20 16 WU 2 amer Lem 1./1NIN MAIM* PAN!:Jul 20.2021-11:92am Oxen 83052 F'M:N:\IF\Omwng.\6NSF Exhibit A\000IOIT A-RR-PNP I-4.4p 915 I WORK AT CROSSING LOCATIONS (AT GRADE HIGHWAY OVERPASS VI CONTRACTOR'S RIGHT OF ENTRY (ROE)AGREEMENT HIGHWAY UNDERPASS,PEDESTRIAN,OR CLOSED/ABANDONED) IV CONSTRUCTION WORK TO BE PERFORMED BY THE RAILROAD On this project on ROE agreement is DOT 023489P On this project construction work to be performed by a railroad company is ❑Not Repined Crossing Type ROADWAY OVERPASS ❑Required RR Company Owning crack at Crossing'BNSF RAILWAY ❑Require&City of Pearly d Bid No to assist n oblanng with the UPRR (see Item 5 Bible 8.3) ^9Not Required Operating RR Company at Track BNSF RAILWAY XRequred+Contractor to obtain(see Item 5 WIde 8.4) RR MP'7 78 Coordinate with City of Pearland for any work to be performed by the Railroad Company BNSF RR Subdivision'MYKAWA City of Pearland must issue a work order for any work done by the Railroad Company With the following railroad companiest City.PEARL AND prior to the work being performed aCanty:BRAZORIA _6 Bid No at this Crossing:N/A Highway/Roadway name crossing the roilrood:BAILEY ROAD of regularly scheduled tans per day at this crossings UNKNOWN V RAILROAD INSURANCE REQUIREMENTS u of switching movements per day at this crossing.UNKNOWN of estimated contract cost of work within ailroad ROW 2.98Z.. Approved ROE Agreement templates are not to be modified by the Contractor g�w _ Railroad eference number shall be provided by City 01 Pearland Bid No n e The Conlrac for sndl cantirm the insurancerequirements with Contractor shall not operate within Roilroad Right of Way without a ecuted e Scope of Work at this CO Crossing to Be NEED TO by City of Pearland Contractor oreConstruction 6 Maintenance Agreement between the City of Pearand and the Roilroad and the Railroad as the insurance limits subject to change without notice Y fr a THE CITY OR ITS CONTRACTOR iOR WILL NEED TO HIRE THE RAILROAD FLAGGER(SI,APPROVED executed ROE agreement between the Contractor and the Railroad it required BY BNSF CONSTRUCT NEW OVERPASS Insurance policies must be issued for and on bent of the Railroad where on protect �B more than one Railroad Company is operating on the sameright of way or S. S E — where se erol Roilroad Companies ore involved and operate on their own separate rights of way provide separate insuroce policies in the name of g �o each Railroad Company ^e Scope of Work at this Crossing to Be Performed by Railroad Company. each tiro wet be mode to the Contractor for .b,00 direct cam REVIEW CONSTRUCTIONS PLANS,PROVIDE FLAGMEN MID INSPECTION AS REWIRED. compensation providing the insurancecoverages shown below or any deductibles These costs ar incidental to the vormus bid items g,▪woY VII RAILROAD COORDINATION MEETING ao u Type of Insurance Nnount of Coverage(Minimum) On this project a Railroad Coordination Meeting is. II OTHER PROJECT WORK WITHIN RAILROAD RIGHTS OF WAY (ROW) Workers Compensotan S500,000/S500,000/S500,000 ❑Not Reawed NONE Commercial General Lability 12.000.000/S4.000,000 XBegcred ▪o E Business Automobile S2,000,000 combined single Emit See Item 5 Article 81 for more details Railroad Protective Liability VIII SUBCONTRACTORS III FLAGGING h INSPECTION _. t,Lig •of Days o/Railroad Flogging Expected' 60 ❑ Not Required d Contractor shoe of subcontract work without written consent of City of Pearlond Szi,b Subcontractors are required to maintain the same insurance coverage max fi On this project night or weekend flagging is. ❑ Non Bridge Projects S2.000.000/16.000,000 as required of the Contractor Wt.: XExpected ❑Not Expected X Bridge Projects S5,000,000/S10,000.000 IX EMERGENCY NOTIFICATION e =a Flogging services wdlbe provided by ❑ gtym ❑Railroad Company City of Peorland Meaty flogging invoices XOulsde Party-Contractor will noy lbggng nvoice,to be eimwsed by City of Pearlod In Case of Railroad Emergency Call BNSF Con Railroad for must incorporate fioggers into anticipated construction schedule Railroad Emergency Line at 1 800 832 5452 The lroad equines a 30 day notice it their Naggers to be utilized The Rai • U Coot actor foes behind schedule due to their on negligence and is not Location Peorland TX ready for scheduled(loggers any flogging charges willbe paid by Contractor RR Milepost 7 78 Contact Information for Flagging Subdivision ❑UPRR UP infoerailpros.com Call Center 877 315 0513 Select•1 for flogging ❑BNSF BNSF iofoOrailpros.com Coll Center 877 315 0513 Select•1 for flogging ❑KCS KCS.infoerailpras.com Call Center 877 315 0513 Select 1 for flogging Bottom Line On Track Solely Services bottomline076eaol.com 903 767 7630 XOTHERS RNLPROS CALL CENTER 877 315-0513 Contractor mist incorporate Construction Inspection into anticipated RAILROAD SCOPE OF WORK construction schedule PROJECT SPECIFIC DETAILS ❑ Not Reamed XRequired Contact Information for Construction Inspection, ��cueTI Q LL COT RNLPROS g , ai cwn v¢r nee Re scope of Wek.dgi � low lair• aveou 17 9T6 1 * This table is primarily required To.overpass projects ' e of Track This table is not required for underpass projects iT the provided Plan and Profile sheets indicate this info...bon eta maw"or every 100 ft and a p.: FOR BRIDGES WITH DESIGNATED EXTERIOR No Excwation Excavation Pereltted within bounds including 1500 ft before and after the limits or trackwork. SIDEWALKS,TrHE RAILROAD MAY REOUIRE I. - 15'-er - - p lli A CURVED FENCE TABLE OF TOP OF RAIL PROFILE I 15'•61OMin Line Trerkl (STATIONS INCREASE WITH MILEPOST INCREASE( FENCE POST I 12'6'Other Ground Profile MAIN LINE $ �: CLOSED CONCRETE PARAPET Semple ALIGNMENT: ALIGNMENT: 315 TRACK 1W in 3 0: BARRIER RAIL OVER I100'STATIONS ELEVATION 100'STATIONS ELEVATION • Af RAILROAD RIGHT:OF MAY 7'-9' Excavation 0.00 50.29 18.00 49.+2 ifl X Be.. of Red 2.00 5&5B 12•00 +50.08 9.70 as �� SHOULDER i LVI 1'-6'1PRR$KCS I 3.00 50.51 I3.00 50.12 1'-0'BNSF PS" �� 1 g i +•00 58+9 1+•BB 5&50 i 5.08 5&51 15•89 5867 GENERAL SHORING NOTES. ' �I q �_' OSHA riquiremme Shoring to comp is with1 0 6•00 5&+5 16•BB 50A5 - ' 1.All dimensions are measured perpendicular to L 7•BB 5&+6 17.08 5&]0 C of Track. 1 ti e•ee 5&+5 1e•BB +9.95 ^TYPICAL FENCE ON BARRIER DETAIL ail F 1 go* 5&W 11.00 5&10 F 2.Prior to commencing any work•submit for !Ih CD .- , ONLY REQUIRED ON OVERPASSES IF SHOWN ON BRIDGE detailed by the Railroad dailed plans All w .0 LAYRUT•(AREAS WITH PEDESTRIANS DR BRIDGE.RAIL ex indicating the nature and tent or the eD Ir ro gg YAROS.OR HISTORY OF VANDALISM track protection shoring proposed.Install Zane A Sher I i[ the temporary shoring system per the approved n i �•� �'n Z0•BB 5&17 ,n NO CONSTRUCTION ACTIVITIES OR OTHER - Plans.Comply with design requirements in the 111 ND g OBSTRUCTION SHALL BE PLACED WITHIN BNSF/IPRR GUIDELINES FOR TEMPORARY SHORING. THESE LIMITS lone A Zone B • 3.for excavations which encroach into Zone A or G21.00 5& / ///////96 721.08 5823 / B.provide shoring plans end design calculations. Shoring must be designed for Only vertical 22.00 51.86 22.00 50.31 / / Plans end celculetiorn must be signed and Railroad live Hoed surcharge in shoring will be permitted 23.08 51.15 23.00 50.37 / sealed by a Profess:onel Engineer registered addition to OSHA Standard loads for excavation in this 2+•00 51.15 2/.00 58.37 / in the State of Texas. for excavation in Zone A. ,(no sloping cuts). Pc APPLICABLE RAILROAD LIVE LOAD.COOPER E80 Shoring to comply with i"u_ 25•80 51.+1 25.00 50.+6 / OSHA requirementsis 26.00 51.43 2640 WAR / GENERAL EXCAVATION ZONES 1 27•88 5137 27.ee 5&51 / 28•88 51.3+ 28•BB 50.56 6. Track / GENERAL SHORING REQUIREMENTS + 29.00 51.39 29.08 50.5+ /t4Z / 36•00 51A1 30•08 5857 >r 31•B0 505t+0 51.0 .2 RAILROAD GENERAL NOTES. 31 rRA OF/ For shoreng/exceretrons in RAIL I.Railroad review and approval of shorrng.erectron,demolition. Zone A or B•TaDOT requires end felswork is required.Allowa minimum or far weeks for a predesigned and approved .0 "" s the review end epprovel of each submittal. shoring design in the PS&E. ® I If this is the case no I 2.The proposed grade separation project shell not increase the Contractor'obviate!is p } EXISTING TRACK STA.10.00 MNIMUM CONSTRUCTION CLEARANCE ENVELOPE quantity end/or characteristics of the flow in the Railroad's required ditches end/or drainage structures.In the rare went that a .t CONSTRICTION STA.XX•XX (NORMAL TO RAILROAD) grade separation project will increase the quantity end/or IS'O'IUPRRLO3NSFlend1+•-V005) cherecteristics of flow in such eloients.sech a design must FOR THE Fl]!OWING INFORMATION PLEASE REFER TO THE PLAN AND ELEVATION DRAWINGS OF GENERAL NOTES be reviewed and approved by the Railroad. THE BRIDGE PLANS.THE PLAN AND FI FVATION DRAWINGS SHAH L SHOW ALL RFOUIRFD INFORMATION PER BNSF/LPRR GUIDELINES FOR RAILROAD GRADE SEPARATION PROJECT Design end Construction for Railroad Projects shall be in 3.Verify the elevation of the wrsting top-of-rail profile before PLAN 1111.711100 SHEET 7 accordance with the ARENA Manual for Railway Engineers end beginning construction Bring all discrepancies to the BNSF/IPRR Guidelines for Railroad Grade Separation Projects attention of the Railroad prior to construction. I.Centerline of bridge end/or centerline of project. 2.Track layout end limits or Railroad right of coy with respect to or Kansas City Southern Guidelines for the Design and Construction 4 Submit a proposed method or erosion end sediment centerline of mein lines of n Cri passes and Underpasses or DART Light Rail Project control for approval by the Railroad. 3. re Fet tracks.access roadways and existing tracks as main line.siding. Design Gterie Menuel.ad the T:DOT Standard O spur etc. Specifications for Construction end RAILROAD LROA rwnce f High eys.Streets TIE 5.Desiggn+end construct all shoring systemsnnims that impact the 4 Point of minu vertical cleaan rce end distance.Measured perpendicular. and /idgesA11PNR Guridelrw GradeBLE ede LROAD COMPANY INVOLVED. Railroad's operations and/or support the Railroad's from the centerline of nearest track. Separation.SoeProjects Plan al embankment per current Railroad Guidelines for Temporary 5.Horizontal clearance at right ogle from centerline of nearest existing No.711100 and nerveTwOOT Railroad Faroe Details Sheet for topadd OF sidewalk Shoring. or future track to the face or obstruction such as'obstructors above gods. i formeuon.A curved top fence extending O'•0'ebovs top of d &Horizontal clseraroe at right angle from centerline or neerest existing is acceptable only where there is a traffic veil between roadway and 6.Coapl99 inch Railroad Demolition Guidelines for all or future track to the face of nearest fwdetion below grade. sidewalk. nes demolitions within the Railroads right of way ad/or demolition 7 Horizontal spacing at right angle between centerlines of existing ad/or Ses Knees City Southern Guidsl der for the Design ad oa that may impact the Railroad's tracks or operations futon.tracks. Construction of Overpasses and Under for for corresponding &Limits of shoring and um minim distance et right angle from centerline of BNSF/IPRR sheets referenced. SHEET I OF 3 7.Design erection methods over the Railroad's right of way nearest track. to cause no interruption to the Railroads operation enabling 9.AIl existing facilities end utilities end their proposed relocation.if required. - Ralf the track(s)to remain open to traffic per the Railroad's 10.Toe or riprep or earth slope and/or limits of retaining well. Erhislon reirements Coordsnete construction work windows with the II Existing and contours.(not requiredi r the existing andlines _,Texas Department of Transportation g Railroad's Designated Representative. or dromnoge characteristics in Railroad ROW s11 not be ialtered 12 Railroad Milepost and direction of increasing Milepost. RAILROAD REQUIREMENTS B.Design all construction phasing that coy impact the Railroad operations 13.Direction of flow for all drainage system within project limits to came no interruption to the Railroad's operetions.enebling the 14 Limits of barrier rail end fence with respectFOR trackbl to remain open to traffic per the Railroad's requirements. to centerline of Vetk. Coordinate construction work windows with the Railroad's Designated 166.Topt fbo bottom corn below bottom or tie.(for ifootrelangs relative only) BRIDGE CONSTRUCTION Representative. op pier drainage e diwtcllhes elevation s1oinag to topu of real elevation. Pr 17 Controlling dimensions of drainage ditches end/or drainage avatars. 9.Dompl th ainnmm construction cleeranees for felss.ork 10.Top or real elevations for all tracks NOT FOR CONSTRUCTION outlined wi in the Railroad's Guidelines 19.Minimum permanent vertical clearance above top of high rail to the lowest point under the bridge. ""`° 10.Verify all permanent cletraoes before project closing 20.E Tsang and proposed gawdline& roadway profile. . `'i iv.'b„, win q anon Jos.Tool foe TOOT Inn T.NNT 21 Type of ip-op slope paving. ROWn s WPM. II ForRailroad coordination please refer to Sheets 2 and 3 and the 22.Lacetson of deck dreire. ,..., .a ...a v m _inn ®T.00r anew 22M 23.Total width of sperstracture. m�'ttu �"�,� March 2020 •• TOOT Standard Specifications. 24.Width of shoulder and/or sideeelk. r <yRIIROIO REOURE ENTS FOR ANODE CONSTRUCKM.dr ear caw to G 917 PART 1 GENERAL 1.01 MSdiOTION 3.02 RALROAO OPERATIONS 3.04 INSURANCE TM project includes construction work within the nghl of Pray A.Trans ond/or equipment ore expected on coy(rock.of any Do not bean work upon or Over ROWood Right of Way anti famishing ono/or properties of the Roarood Company end odjocenl to its lk0a in either direction.Become formice with he troin the Roi oo0 with the insurance pokcief.binders.calilicoles end tracks.me ines and other focilies. These sheets describe schedules in the location and structure bid oasurnir, endorsements regied by the"Controota's Right of Entry Agreement". the minimum specidregriaments for co0rcknolion with the ROb000 intermittent'rock wie00 in thiS period.os defined in and.tithe Roar0od Designated Representative ho,odvisod T DOT toot when nursing upon,over or under Roikood Right of Woy or when Porogroph 8 that logo.. such insurance is or accordance with the Agreement iroecti g current or future roikood operations.Coor6Oole with the Roikood while perlorrnig the work outine0 herein,and afford B Airoirood tracks within and edlooent to the canntroot site the same cooperation with the Railroad os with Te00T Complete el we active,oml Nei troths over these locilies shelbe submittals avb work in nccordonce with TOOT Staged Specilicotions. monloned throughput the Project.Activities may include 3.05 RAIROAO SAFETY ORIENTATION Rokood Coideines and AREMA recamv0endotions as modified by these both through moves and switching moves to locacustomers. min:mrn specidrequeements or as directed in writing by the RoirOod Roiroad traffic and operations wiaccur condo...1y A. CargNle the Rearo0Bs wise"Orientation for Contractor's Solely" °Mgroled Representative. throughout the day Ond right on these trocks and sholbe end maintain curr.!registration prior to working on the Railroad's meltined al 00 times os defined lyrein.Cnoedinntn and Property This course is required to be completed aneyy by For purposes of this project the Roirood Designated Representative schedule the work so that construction(activities do not Contractor and Subcantr001a persanewurkirg on site is the person or persons designated by the ROirOed Mapper of Industry interfere with roir0.operations. and Pubic Projects to handle specific tusks related to the Project. "IPRR.BNSF.KCS/TEXkEX Minot accept on track oOlety training C.Coordinate work windows with T.DOT and the Railroad's certificates from other Rai'oods.Refer to each Railroad's specific 0esig0oled Representolive Types of work*Mims include contractor right or entry for Waning Mon-reran." 1.02 REQUEST FOR INFORMATION/CLARWCATON Condlionol Work Windows and Absolute Work Windows.os defied below: 8. Know and follow the"Contractor's Right of Entry AgraHMnl"EXteBT D. Submit Requests for Inlpmotion(-RFI"t nrdv'ng work within any 1.CondtioniWak Widow:A Conotiom1Wak Window is o MIAOW SAFETY REQUIREMENTS regarding c11Mg,personafaotective Roiood Right of Woy to the TeDOT Engineer. The TOOT Engineer period of time lMl roiro0d operations hove priority over equipment.and general solely requirements. asubrmil the RF110 the Rei0od Designated Repres.lotire for canlr0clion(activities.When carnvucli0n OCtivilies may review and approvdlor RFrs caresponyng to work within Roam.d occur on and/or edj0cenl to the reik00d tracks within 25 feet Riylrl of Woy Mow she 161 weeks total lee for review and°ppwor., of the nearest hack o roi00d flog person rite reo1ired. which includes tar NI)weeks for review end Opp0Ou01 Dy the ROiro00. At Ins erection of the Raiood's flip person,upon opproxn of a train,ono when'role are present on the!rocks.the!rocks 3.06 COOPERATION must be cleared tie..n0 Cantnuctin equipment,molerids Or to Kota/sPECiICATOIS persomelwilhin 25 feet.a os directed by the Roerood The RolYOod wicoopero with Contractor so!het work may be conducted Designated Represtlolive.from the&peke Condition.Work non efficient manner and inpoper0te with a ineroDing T.DOT hos received written Rpirrlad opprevalal the pans cod Windows ore avoioble for the Project use OI Roikood Right of Woyy in performing performing the work thecili Ins otter for leis project My revisions a crthe o r 2 Absolute Work Window,An Absolute Work Window is o period of 3.07 k1//6AU CONSTRUCTION CLEARANCES FOR FALSEW0i6t NO OTTER Ins pion otter Road of the Conlrecl must M.the opprovp of T.DO7 and the ROilroed. roar Mot roti000.0.Disko IN* ore�en.Priority TEMPORARY STRUCTURES rpi'ood Operations.piing Iles Ikon and.the eats onled soyroaroodbe fack(f I the inactive rac for Vern movements ono 01Abide 0 by the Ipspwing minimum lenpor(ary tle(arMKes drip the course PART 2 - UTILITIES AK) FIBER OPTIC Work Widol thbeY r400e traccks and/d end of on Absolute of construction! (BNS soo0. oval be ties completely centerline I o-(f trockINRR)and U 0"(KC51 hOriiontd from operatConstruct osutit Mldelions n occadance with Current Commision.la ban roer(a re and al Roirode Pubic egul ti 8.22' of veck Y for operational (alho and FRA e0remied.I cedes orb situation ions 8.22' 0"IXCSI Orno 21' 6"(IFRR k 8NSF1 verlpoly above lop of rut. ARENA*Pacification, Rents T,OOd end Owing lily operating tmoc eeces must be s000eeb,R led sled. +here Ins con be land cm he R em er' Rplreoo by coguictines wAperr becks Ond/ar signals here been OlA ted the Rrock For Con be IOW on the pres.tf weDfils or by conleclig the a lam :n IqM of the oak or l0 tic' loot heck back construction dealt 0*0 MSS Wan pled opore,Obtain lord RpYood Designated Represen101ive. Der Dec p� Axing Rpiood Operating flat review ono OpprovOL n tt ides re. A roiroad sbogoli person wine required for cork lkNn Wkkdo tes repot g on generally be g Work Window r uest Mal Work PART 3 CONSTRUCTION Wndows anal genefor he granted.evilAny request aragire a 3.06 APPROVAL OF REOUCEO CLEARANCES detailed e,plorpton for Roiond roe. 3.01 GENERAL A.Manton minimum frock clearances during construction as A.PerformMrark incompiawe with olappiCOMe ROL000. 3.03 RIGHT OF ENTRY.AOVANCE NOTICE NO WORK STOPPAGES specified in Section 3.07 FRA*0ederd Raerroy Adneeslrolonl and TOOT roles W A.Do not perform any work within Raikood Right of Way without o valid B.Submit a»proposed infringement on the specified minim. regulations. Arrange and Conduct oak ingnt of Env o manner Mot Ones executed R' steam..to the RRirwd Desonnled Repres.totive through not erparger Or filler Jere with the sale operation of the frocks ore e Y Agreement it required on Ins project TOOT el least 30 days in ecvance of the work Do not proceed properly of the Roarood and the traffic moving oo such tracks,or B.Give°Ma.e mike to the Roiopd. with such frigemeni without written opprovdby the Roarood led Miff,sighs W olMr properly of Ins Ralood,its tenants or required n the"Contractor's esirulednRepresenlolive the wire,OI n the otherily of the Work The sole its ten nt of Right of Entry Agreement"before commencing work COMICliOn with k.see s lion in the vicinity tali.he Work to over on work to t construction upon.over Roiood Rigel of Woy and Observe the near Y Railroad's rules and r Ikons to respect thereto. C Dr not commence work involving from on a Roiko infringement anti perlamed by the Contractor The Contractor is respon bte for!worn egrAO receiving Mellen.furonte Iran the Rodrood Designaled deloy cost and lost revenue claims Om to any delays or interruption C Perform aswork upon Roikood Right of Woy in o monomer to ovoid Representative Mot aronpemenls Mve been mode for ony of Iron operations resulting from COntrocla's c00structirm or oiler interference with or engager the operations of the Railroad. necessary flogging service. activities. Wherever work may(attest the operations or solely of trans,submit B.Construction activities within IS feel of the operation.tracks the work method to the Railroad Designoted Reprnenlntire la approvd. *Word be plowed i1 Obsoluiel necessary Ono the Roiko0d. commence not rkieve the requiem flogging l g non vice or es not y y y cnta the II any work which requires by he service nspetls service Designated f Representativeofthe ropergroational is ockrorp.preferably ONO eclivili. at I ate echo required the hogging is equine e within 1 lest of the oiler.4.such ca s.cordkr dbw the at the job site See Section 3.I8 for roioed Ikbpgirg requirements. lreckf to cloy Operolipd.In such CONS,coordkpli>n W 00000nolby the Rod'ood Track Momper is required with record 0 Make requests on writing for both Absolute and COniitiaalWak Windom. to 0hed4e.legging.and slow orders. S.Sections 3.07 W of roost 30 digs in adva.e of ony work.k.kude in the written request: 3.08 la oddlionolnlamotian. L Exactly what the work entois. 2 C Provide frock protection for olwurk equipment(including rubber 3 The ones and boas IMI oak ale performed. tired e000ereoll upere'ng within 25 feet from rea.1 roll.When 4 The typeepl oflo window r etion of oak old proximity to the Ireces. 001 n use,keep Contractor's machinery W molar WS al Rost 50 feet 5.The led contoct�sled W the amount of line requested. from the Railroad's nearest(rock designs person. Provide a written confirmation Mlice to the Roikood al least 48 hods SHEET 2 OF 3 D.vehicular cr.s'ois of...hood bock are Mowed Oo4 at e.istkg before c encig work n samosa10 With opmrored work endows Men rate Cr Ossig a ed a. haulro crossings developed with wadi God opprovot. is elfin 25 25 !eel of rear.!ides Perform dl work in OCCOrdOnCe with 0000.nusy opproved work eons. ' pall E The Contrecla is okra advised loot new'Mood leciref ,Texas Department of TranSpOrtai/orl DM.'" withn the project spy be boat by the ROirood.II oppkcade E Woke provisions to protect operations and properly of the Roar.0 should these lacilies ore deneoted n the plan. Be more of the Smits of responsibilities and coordinate efforts with the (ad Imu On arleng fran.e in Cmentof I with the Makes require Rep.e el. RAILROAD REQUIREMENTS Roll*.and ToDOT W rruwisi.s en.a n the judgment the of Ins Rpirpoo ed R.oe, totoe m rtiva require o/provide such insup0O orals of W�medMcslwyR n annys event such FOR the provisions oip;os or TaDOTOThe Roar0ad or T:DOTenahoaMve the rightcost to ordeer NOT FOR CONSTRUCTION FOR BRIDGE CONSTRUCTION the Convect«to terroaaiy Geese operations in the event of on emergency lus mom.3 a.1 in the oprion of the Rolm.Rol Designated Rpresenlotive.the Wa vis l M Gonlrec err lOr'T operations could ponper rOW000 Oyerali000.N the even) arrt M7rboi/i o1 such on Order Lvrnediolely notify T,DOT 01 the order 115 1Ce14,,Rur OlI oolm*0241401011. rw TA01 joe TACT on ioD07 TAROT T..« w � �Zem`loom ©m.DOT Ocoee sou C0111 frel Porc.04 h 2020 - 3r MOO MT le Ra.R0n0 REW0X eENTS FOR 9705E CONSTRUCTOR ism_ 91B 3.09 CONSTRUCTION AND AS-BIRT SUBMITTALS 3.10 APPROVAL OF OETAES 3.15 COMANCATIONS A140 SIGNAL LKS A Provide ToDOT sawn:Pols toe construction nglerids ono Submit detoas of the construction affecting ROiroo6.frocks II reamed.the Rebood sirearrong.its co..nnricotions and sig., procedures m outlined below nod idi0.led in TnOOT and properly not akeody included in the Contract Pans to the tiros.its Tode crossing earning devices.train o190.Is and tracks. Slondord Specifications. A sumrpy of most T.DOT RaW00d Desonoled Representative through T.DOT for the and lac*des(hot are in use oral npnlOiled by the Raarood's forces submilldreourem.ots con be found ol: Ra0Ooo's renew and written opprovdbefore such work is undertaken. in con action with its operation of esp.ne of TOOT This work by wee.dal.etnte.t..us/publication/br1Oge/items revewed.pol glow o told.161 weeks for review ant opprovdol these solnall0ls. the Robood.silbe Cone by its own forces and it is not o port of the which includes the Ro6'oods four(4)week levise line Work under this Controcl. B.The tables below provide the ROYood's minirnrn submittal requirements for the construction items noted.Submittal 3.11 MANTEN/4CE OF RALROAo FAC%IIES 3.16 TRAFFIO CONTROL requirements ore in oddlan to those specified elsewhere in these bid docunants. The review lines indicated Delos A Manton oldlches end drokoge slritues free of sill or other Coordinate any operation that control troll.,across a wood represent the told time.including the Ro0r0oo's repined obslrucl;0M resulting.non Controctoo.oplootions.Repo'r eroded rai-00d f0cisbes with the Railroad Designated Representotive. (our(4)weeks. ore.ode any Other 00m0ge*ill.ROYood Right OI Way and real any other domge to the properly of the RCLo00.or its tenants 3.17 CONSTRUCTION EXCAVATIONS AND BORING ACTIVITIES UNDER TRACK C.Te00T wie forswore reyvonl submittals to Ma Roirood Monger of industry orid Pubic Projects unless otherwise 8.Perform oisucn 0nd,lerance and repair of damages due to the A Take spec;dprecaulion and tore in connection with e.covotng directed by the Roirood. ToDOT nod the Engineer of Record Controolo's operations of Conlrocto's expense. and shoring.E.cevolions for coostruction of loolings.piers. *Preview and include comments prior to!onward.to the columns.rods or other lacilys toot require shoring O. Railroad.Submit items in Toby I for both r0.00 overpass C.Submit o proposed method of erosion control for review by the comply with requirements of TxDOT OSHA ARENA and Roirpod and...Voss propels.os oppino0le.Submit items in Toby 2 ROMraod prior to beginning any grating on the Project Site. "GoidefNs for Tenporoy Shoring" for raerOod srderppss projects only Comply with oloppicdNe bed.stole and Ie0erdreplolipn when developig and implementing such erosion contra. B.The project pans ndc0(e whether(here non laser optic knee or other such telecommunications systems thpl requi*0000 emotion. TABLE 1 RAILROAD SUBMITTAL RECUREMENTS FOR 3.12 SITE INSPECTIONS BY RA0ROAD's DES:HATED REPRESENTATNE Regardless.contort the necessary colCMten to determine if _ OVERPASS 6 UNDERPASS PROJECTS such wale systems de present: ITEM_ DESCRIPTION SETS REVIEW TIE A In o6dbon to the office reviews of construction submittals. site inspections may be performed by the Roboad Designated UPRR 1.800-336-9193 1_ihor;rg design der dela, 6 6 weeks Representative of sgnific0nl points during cOnstructioo. 7:00 N4 to 9:00 PM CST kaMoy-Fridoy except holidays. 2 Folsework design and debit 6 6 .seks including the 101ee:g it oppkcdle: 'tolled 24 Ns/day for emergencies 1.Pre-construction meetings. 48 Ns notice required 3 Orono.design provisions 6 6 reeks 2 Pie driving/drilling of caisson or died shafts. 4 Er.ctio dog...one sequence 6 6 weeks 3.Reinforcement anal concrete*cement for roilro0d bridge 8NSF I.800.533 2891 substructure od/a superstructure. 24 hoar artier 5 Demolition diagram per sequence 6 6 weeks 4 Erection of precast concrete or to piecing b0000t ruclure 5 waking days notice required 5.%cement of lb.001oolig(prior to piecig boaosl On bridge deck) 6.Corroytan of the bridge structure. KCS 1-800-344 8377 TABLE 2 RAILROAD SUBMITTAL REOIAREMENTS FOR Term One Coll,A 24 hour number UNDERPASS PROJECTS B.Site inspection is not limited to the'Mellon*events listed above 48 Ns notice repied,e.cldig eitekends and holidays ITEM DESCRIPTION SETS NOTES REVIEW THE Site visits to check progress of the oak may be performed al any line throughput the comlruction as deemed necessary by the ROen000. II o lelecommunica'am system is buried anywhere on or mar Rgboods 1 9.op drawings 6 !IeNone Concrete nymbers 6 weeks prperly..,l 10 a with Tx0OT the Roaro00 nod Ins Teecomnrlicolbn -- 2 Belongs 6 For at slruclses 6 weeks C.Provide o debiio construction scheda4,including the proposed C*'p*yliesd to a'rdge Id rebtoli.a pro l.tlire measures prior to Mpaory loris.ldam ver(Icdclearances lob construction sequence beginning work on o new robiood properly Refer to the project 3 Concrete Mi.Designs 6 For dlslrochoes 6 weeks for Wwork to 7.00T for submittall0 the Railroadhe proad Desigrpled Gard Ncles for odd;l;pr./nformpl'on- Rabor 6 SIrOM SOp ac Represlolive for review prior to151 i commencement of work IncludekInclude1 6 For erstrlse only 6 weeks the ontiegol.d doles when the drove00 listed...Is wptu C Projects nvdv;ng o boring or jock ono sae p undo'erotion do' tertdica!Ions 0pdole this 010die for the above lid.events es soy..d (rock such m drainage pipes op culverts od ulihes require on 5 28 ploy concrete 6 For superstructure only 6 waess each mcnth gt o minimum to Now the Roaroa0 to schedule site inspections. nsloelbn pan reviewed and opposed by the R0i'oad ad Te00T strength y prior to proceeding with such construction.A raYood inspector ad Waterproofing materiel 3.13 RAEROAo REPRESENTATMS contractor assisted monitoring of pond end track movement is Wateeprooing 6 protective repined to maintain sole possope of reel Volk Slop ir.sloetion ono 6 CNI;IicOlions ono 6 6 reeks Rot/rood hog person ar wolcn 'I insldatpn prOCeMos Ooonde r d by l olives.Corduclas.I person will do not Mar passage of bons movements n*Ness of I/ion veer fatal be provided by the Rdiood.at e.peme of T.007.to protect Ruaaod's or hoie.ldis detected in the frocks.0000d lbe repo,the ddnrge SlfuclsdflaN N other crihed reinbers lbilils.property Old movements of its trains or engines. n general. to the solisloction of TxDOT ad the Roi'ooe before proceed g. 7 6 6 other members requirkg 6 weeks the Reirood wai furnish.such....Nor other protective services CMlilicOlions improved notch toughness os lob., 3.18 RAEROAp FLAGGING AR fractur.crillcnln..mbers A When any pal of any epiprnent is stowing a o0o01e0 eaten Per the RIGHT OF ENTRY eemen1 for I notify the RdYood Fmricotion ono Testfeet. a7 horning. r 8 repor Is 6 i other members ughneSg 6 weeks trawl may°pled.orrsontoy from nta of wale any track on which owl of m3 of least A days in vanc n f avaoe of clnlrgork work inpoved notch toughness trans may ism..)0 or when any object;s all the wound and ony Ond of Nast0s1 0 working dogs n advance feet any C.orest mo oak i.winch drection wont cold extend aside the r25o tool limit a even on 9 Welding Procedures and 6 AWS regulrem101s 6 weeks ere0100 a conslruclbn aclivilies are n progress rill.such knits. ponsysppeertil 0 n 1 equipment 0 Imp±a Right 01 Enlr�l(CROE1.ell moats, Welder Certification ',twee,*vl*MrON.above or baba track. Pere Wining...led Volt 3.19 CLEARING OF ROO OF WAY Roudolio.Construction onslr.tion,bearing B.For gnu exC.vetiOn bane elevation of track sub.°.it n the opinion A Repels or Notes 6 pressure lest reports for 6 weeks of the ROOrood Deobd Rpresenlolive tracke or other railroad When work is complete.remove al loots,implements.ono other 'WOW footings facilys may be subject to settlement or movem.1 motaid*aougnl into Railroad Right of Won and Move the _. Right of Way n a dean and presentable condl;gn to the Coral,lion testing Must meet 951 meninx. C.dung any cyakg.grubbing.theexcavotion or grading n proxk ily to sal'dlaction of T.DOT nod the Railroad. 11 reports for backfiul 6 dry Wmity7r Modlied 6 weeks R.po.n.s lacities.which.is the opinion of the Roarood Designated dwlmenis Prpins ASTIR 01557 Representative.may endanger...rood facities or aperolom. 0 During any contractor's perolans when.in the opinion of the RAMro0d D.T.DOT$0W su6m;1 N-BW t Retorm to the RAi000d when Designated Represenlolive.R0ir0ed locities.including.but not limited T.DOT hos processed the fiat projNecct pions. 10.frocks.buidigs.signors.wire Nes.Or Pipe lines.may be ergo gere0. These records snNconsisl al the loge..;hems: Overpass Protects E Nronge with the Railroad Designated Rpros*nlol;ve to pock,*the odequote SHEET 3 OF 3 1.Electronic fees of distrusts.d.el9n droenps with a.ber of flog persons to accortpisn line wort A- os mpdficalbm shorn.n Micrmlotion J a URE 3.54 WALKWAYS REOD onsion ,Jf A ro0o1 PDF formal Texas Department of Transportation 2 Hod copies of distrusts.design drawigs with Monica along the outer side of each exterior track of multiple periled RAILROAD REQUIREMENTS m constructed nadlicola.*shown- (rack,and on each Side 01 single o0 wol.0 track an unobstructed conlApas Underpass Projects *pace sultane for vonman•s use n waking along vdm.e.tendeg to a FOR ins not Nss than twelve lest MI from c .lerlkeac of trk 1.EMCtronkc files of alsfrucloe d00. droeigs with Remove onT temporary impediments to.Aways ono track drainage 00k dO hlmenls m comtructed modifications shown.n Microdot:on J or or obstructions Dewed during work hours before the dose of each work cloy BRIDGE CONSTRUCTION Acrabot.PDF formal Construct wolroys with railings over open e.covaian areas when in Close es 2 hard cop of distrusts drown.*design drow with pro.invly of track Do not ioble As 1a mrable cfepes of these romps NOT FOR CONSTRUCTION osconstructed modl;cotlorn shown. to centeringof hock,8' 6"harixontolly for tangent track or 9' 6" 3.Fiw Approved copes of shop drar:gs for concrete and nq;Monloy for clued track sleet members. °AiE r/nor/erii 4 Fpannblion Caelruc tan Reports TIA. 5.Compoclan INtig reports for backfiol o6ulmenls SCOW OR F.a RAMS. .0 w TAW Jan T.OpT1••hDpTTm fr001 I.m. .Aw..a uRmw..s m F_21.1 Orator 01 or20H COW MT s NOON Hoarsely 2020 0•51 won. _ le. Gw00.10 0 RECOKUN1S FOR BRIDLE CONSTRUCTION.1g. 2o 919 ' ' Overall Length of Fence(See Bridge Layout for Limits) J F-P Min 8-0"Max 6-0"Max B-0"Max B-0'Max 8 P Max I I 1 a 8 P Max ....it P Max 8-0'Max I-0"Min R'Yp1 _ _ I , I - rYvl €Terminal Post® E Line Post O7 - 4 Terminal Post to- E Line Post 0— E Terminal Post I�" End of Chain Link End of Chain Link I I Fence for payment �e I I P Expansion 6"Min I Min Terable Iron Tie Wires S ed able p for payment I Terminal Post Cap Coupling LTYp1 I (TYP) at r- Max I I E Intermediate Wall Joint Jo nt"� I I 0" Top of Top o/ Expansion Coupling Ter mina! Fabric 0 Malleable Iron I I (Spaced at 20 Max Line Past Cap I I I IP Min on centers) rTop RarI PostsN. {I ry — _ tt Slrelrher Bands u ea s Din A De •tail a Link A Chain LI -I i*i= Tr Wi :iiligligiiiiiii I] �� Fabri _ c SM [ed es S a at © P M 0 3 StretcherBar 11 �- arse x Q x Or i• Jocoree;tee J:•. _ :rd�RfS}DgkR Tie Wires $��' :��•:•::•:titi••t:•:•::•.. .. :RRT... .�� _ _ Zr- Sp� at — _ I: J ICI::: •S !• Truss Rod with :' '�`.e © I• ••I•• :ii Ob•i • turnbuckle or appro d .' Brace _ e c' 44 1 • ' .❖.'p•• tightening devi[e Band �' b N Ring :::••: •�•�}:•:•:' o I o Zo a tenSpaced a :C: Tension x' W' M a 4 �� Wire x O 6 ye,,,,„ O e O mot..... ... -.. - :�.� �.�_- 17 eox— T II— I Ti t T I Pax n .0 Ground® At all slab expansion Joints bond the posts Ground® together Attach 6 AWG copper stranded wire .g a --'PVC Pipe and Fittings to steel posts with LIL listed hardware as shown PVC Pipe and Fittings with 3"excess of wire to allow for expansion ;Oa '4 AT INTERMEDIATE WALL AT SLAB g. JOINTS IN CONCRETE RAIL EXPANSION JOINTS o o (No Top Rail or Tension Wire at Expansion Joints) 15 OUTSIDE ELEVATION OF CHAIN LINK FENCE i NOT FOR CONSTRUCTION ' N. # O NSS 3.500 x 0.216 ASTM MOBS or A500 Gr B •tN it,,x Stretcher Barg //'/ iTI ®NSS 1.660 x 0.140 ASTM A500 Gr B or A53 Gr B uoo.c nR ewn ARM. mN b One 31• Dia Field ®9 gauge steel Tie Wires attach chain link fabric to ASS - Drilled Hole in re..nm+iracy..a.... .. au' 4 every Stretcher Bar 09 gauge steel Nog Rings attach chain link fabric to tension wire ®9 gauge steel Chain Link Fabric 2'Mesh knuckle selvage top and bottom ialliffillill Stretcher Band ®1 gauge steel Tension Wire ',y O Contractor must field drill one Ise Dia hole in every stretcher bar and use a 9 gauge steel tie wire to tie one stretcher bane and chain link fabric BrM[ee Term' I Post 0together Locate drilled hole for tie wire at approximate mid height o/fence ,7ixyD•PerfnrnfNA7n•OortiBCtt SA..1 �♦. O Ground terminal post at the beginning and end of fence and down the nearest SHEET 7 OF 2 • bent Attach 6 AWG copper stranded wire to steel past with UL Iisle0 hardware 8 FT CHAIN LINK FENCE \ One 9 gauge steel Tie Wire through drilled hole one run other end o1 cooper stranded wire to 3/x"Dia minimum copper-clad steel rod a fl in length Install ground rod as per Item 550 one this sheet The FOR RAILROAD OVERPASS ' In every Stretcher Bar 6 AWG copper stranded wire must run through yi Schedule 4O PVC pipe fittings and PVC box attached to the back or call \ / ()Dimension varies on rail types and superstructure type T551 T221 and k • C221 Rails=1 with no overlay T222 Rail and SSTR Rail=5"with no overlay Increased 2'for overlay On bridges with significant beam camber variable length dimension may be anticipated CLF-RO Chain Link Fabric® iii 140031-isson o S.00T-L Titer In RR-It INN DETAIL °Air Or.00n seaes ,.015 mi Kr. aw ,.,..... W W "- ma, ni�r "err O� 21 920 V VVV Vvv v v v vvv 3-7' 2Y 69" °M55 3.500 x 0.216 ASTM 41085 or A500 Gr B. CONSTRUCTION NOTES 3•jYB ilia Chain link fence post must be plumn unless otherwise 6>/ O9 gauge Steel Chain Link Fabric T Mesh.knuckle selvage fop antl bottom approved PR2 RAIL °Dimension varies on rail types and superstructure type. T551 T221 and Test adhesive anchors in accordance with Item4503.3 • C227 Rails=1 with no overlay T222 Rail and 55TR Rail=5"with no overlay 'Tesas"m Test anchors P per 100 anchors fulled increased 2"for overlay On bridges with significant beam camber variable Perform corrective measures provide adequate capacity length in dimension may be anticipated f y of the tests do not et the required test loan I� Repair damage from testing as directed r 111 See Material Notes"for threaded anchor roe information. MATERIAL NOTES All Chain Link Fence materials must conform to standard Z 10'R 4specifications Item Chain Link Fence'unless shown otherwise Reo ANCHOR ROD W/(2) Galvanize all steel components unless noted otherwise NUTS AND(2)WASHERS Provide ASTM A1085 A500 Gr B for MSS 3.500 x 0.216 Provide ASTM A500 Gr B or A53 Gr B for HSS 1.660 x 0.140 Vie 4 Provide ASTM A36 for feel plates PIPE SUPPORT CLAMP Anchor bolts must be 35"Dia ASTM A307 Gr A fully threaded POST CUPS 49 rods ilex nuts must conform to ASTM A563 m!: GAUGE @ - v requirements. Embed fully threaded roes into parapet wall 1 0"C/C .kg. < a dA with a Type Ill Class C D E or F anchor adhesive '3"=-� b 1�1 a < Minimum adhesive anchor embedment depth is S' Anchor a_e a CURVED POSTS 235^STD 161 a adhesive chosen must be able to achieve a factored bond F � PIPE(2.875 OD0.203" a 55" strength,n tension of 6 kips each anchor(edge distance and A '^g, WALL THICKNESS)@ B O' Li . a a IIIanchor spacing must be accounted for) Submit signed and Y$l •% MAX SPAHex Nut sealed calculations or the manufacturer's published literature u (ASTM A563) 'v—E HSS Support showing the proposed anchor adhesives ability to develop this %2` ll'i CHAINLINK FABRIC Rail Clamp for load to the Engineer for approval prior to use Anchor Hardened steel I' P H55 3.500 x 0.216 installation including hole size drilling and clean out must it E v .V washerhe in accordance with Item 450. Railing' 9,^ DETAIL B w (ASTM F436) o PR2 RAIL I- o GENERAL NOTES 4 I I This sheet must be used with a concrete Traffic or wg M PL 3(ASTM A36) This Rail Rails that can be used with this sheet p' I�• o s ¢ are T551 SSTR T221 T222 and C221 Rails Chain link �Concrefe Rail fence details shown on this standard are adequate for all t '� speeds If used optional side slot drams shown on rail a9 Ell III \ standards must nod be any closer than 6 from chain link post to edge of side slot drains Detail BThis railing cannot be used on bridges with expansion swJoints providing more than 5"movement P re materials Iabricafion.and installation o/this `g � I f Y4"Dia I I assembly are to be included in unit price bid in accordance i.'a MI Threaded with Item 450 "Rail(CLF ROT ee•• Anchor Rods Approximate weight of fence=20 plf \ II (ASTM A307)Qj q` I I^ 7 y i/" $N \ / Too of Terminal Posts HT FENCE BARRIER SIDEWALK SIDE h Malleable HSS SUPPORT ~ Te rminal erminal = Post er RAIL CLAMP ASSEMBLY g i= o UPPER HSS Top of CONNECTION DETAIL NOT FOR CONSTRUCTION Fabric Chain Link (Dimensions may vary according to rAMR x Terminal Fabric° Manufacturers sped f'cations.) ,40Cat+OF Raw SWAM AMPI ox 10' Post Q WO.OR rases wwns. Ki 1 1/e" 7 I5 i% 64 Threaded Rod. 6 yj r r.... .a..+a c,w.w.�m r...,r:,.. I Projection 4 Y u LL lY m o Concrete o f Dia Threaded Rail If'16 Dia E Anchor Rods(ASTM A3071 1 Hex Jam Nut Holes F or Hex Nut O m See Upper HSS (ASTM A563) aI I Connection Detail" 2 Hardened steel hi O washers(ASTM F436) is-- T211 Rail , P I SHEET 2 OF 2 I I I Hex Nuts '- Bdd�s e See Lower H55 2 HexSTM A563) , , D/vCs/on rL M55 Support I Connection Detail �I ,Texas Department of Transportation Standard Rail Clamp for n H55 PL�/p(ASTM A361 HSS 3.500 x 0.216 h Sopporr / I HssQ — 8 FT CHAIN LINK FENCE Rail ___J T551 Rail s I s I `lam°—I ' f I "-£ 39 Dia Slab_--. FOR RAILROAD OVERPASS ` I. Hole in H55 PIPE SUPPORT _ L _ 3.500 x 0.116 RAIL CLAMP ELEVATION ° (�/ — 39"Dia Threaded R� Slab Anchor Rod(ASTM A307)`A:, — — — CLF—RO(MOD) CHAIN LINK FENCE SECTION LOWER HSS ,,. ,gtdp37-I9.dpn _TOOT_I< ',Mr im. lTR�I. MILCONNECTION DETAIL CITTOOT septemM_2o19 ^, , H. (Showing Terminal Post on a T551 or T221 Rail ..>nron. Line Post 7222 Rail and SSTR Rail similar.) (Showing Terminal Post or Line Post) ,s a. ., wi o� o-22 _ 921 B/I% /c" RAILWAY Contract Number BF- EXHIBIT "C" CONTRACTOR REQUIREMENTS 1) General A. The Contractor must cooperate with BNSF RAILWAY COMPANY, hereinafter referred to as "Railway" where work is over or under on or adjacent to Railway property and/or right-of-way, hereafter referred to as "Railway Property", during construction of the new EASTBOUND overpass structure for Bailey Road - DOT No 023489P located at railroad milepost 7.78 on Railway's Red River(South) Division, Mykawa Subdivision, Line Segment 7501 in Pearland, in Brazona County. B The Contractor must execute and deliver to the Railway duplicate copies of the Exhibit "C- 1" Agreement, in the form attached hereto, obligating the Contractor to provide and maintain in full force and effect the insurance called for under Section 3 of said Exhibit "C- 1" Questions regarding procurement of the Railroad Protective Liability Insurance should be directed to Rosa Martinez at Marsh, USA, 214-303-8519. C. The Contractor must plan, schedule and conduct all work activities so as not to interfere with the movement of any trains on Railway Property D. The Contractor's right to enter Railway's Property is subject to the absolute right of Railway to cause the Contractor's work on Railway's Property to cease if, in the opinion of Railway, Contractor's activities create a hazard to Railway's Property, employees, and/or operations. Railway will have the right to stop construction work on the Project if any of the following events take place (i) Contractor (or any of its subcontractors) performs the Project work in a manner contrary to the plans and specifications approved by Railway, (ii) Contractor (or any of its subcontractors), in Railway's opinion, prosecutes the Project work in a manner which is hazardous to Railway property, facilities or the safe and expeditious movement of railroad traffic, (iii) the insurance described in the attached Exhibit C-1 is canceled during the course of the Project, or (iv) Contractor fails to pay Railway for the Temporary Construction License or the Easement The work stoppage will continue until all necessary actions are taken by Contractor or its subcontractor to rectify the situation to the satisfaction of Railway's Division Engineer or until additional insurance has been delivered to and accepted by Railway In the event of a breach of (i) this Agreement, (ii) the Temporary Construction License, or (iii) the Easement, Railway may immediately terminate the Temporary Construction License or the Easement Any such work stoppage under this provision will not give rise to any liability on the part of Railway. Railway's right to stop the work is in addition to any other rights Railway may have including, but not limited to, actions or suits for damages or lost profits. In the event that Railway desires to stop construction work on the Project, Railway agrees to immediately notify the following individual in writing 1 of 25 922 RAILWAY Contract Number BF- Morgan Early Project Manager City of Pearland Engineering & Public Works 2016 Old Alvin Road Pearland, Texas 77581 Email mearly@pearlandtx gov E The Contractor is responsible for determining and complying with all Federal, State and Local Governmental laws and regulations, including, but not limited to environmental laws and regulations (including but not limited to the Resource Conservation and Recovery Act, as amended, the Clean Water Act, the Oil Pollution Act, the Hazardous Materials Transportation Act, CERCLA), and health and safety laws and regulations The Contractor hereby indemnifies, defends and holds harmless Railway for, from and against all fines or penalties imposed or assessed by Federal, State and Local Governmental Agencies against the Railway which arise out of Contractor's work under this Agreement F. The Contractor must notify Morgan Early (City of Pearland) at 281-652-1734 and Railway's Manager Public Projects (Tim Huya) at 817-352-2902 and Tim Huyabnsf corn at least thirty (30) calendar days before commencing any work on Railway Property Contractor's notification to Railway must refer to Railway's file. 023489P — BNSF Contract No BF- G For any bridge demolition and/or falsework above any tracks or any excavations located with any part of the excavations located within, whichever is greater, twenty-five (25) feet of the nearest track or intersecting a slope from the plane of the top of rail on a 2 horizontal to 1 vertical slope beginning at eleven (11) feet from centerline of the nearest track, both measured perpendicular to center line of track, the Contractor must furnish the Railway five sets of working drawings showing details of construction affecting Railway Property and tracks The working drawing must include the proposed method of installation and removal of falsework, shoring or cribbing, not included in the contract plans and two sets of structural calculations of any falsework, shoring or cribbing For all excavation and shoring submittal plans, the current"BNSF-UPRR Guidelines for Temporary Shoring" must be used for determining the design loading conditions to be used in shoring design, and all calculations and submittals must be in accordance with the current "BNSF-UPRR Guidelines for Temporary Shoring". All submittal drawings and calculations must be stamped by a registered professional engineer licensed to practice in the state the project is located All calculations must take into consideration railway surcharge loading and must be designed to meet American Railway Engineering and Maintenance-of-Way Association (previously known as American Railway Engineering Association) Coopers E-80 live loading standard All drawings and calculations must be stamped by a registered professional engineer licensed to practice in the state the project is located The Contractor 2 of 25 923 B./VSF RA/L WAY Contract Number BF- must not begin work until notified by the Railway that plans have been approved The Contractor will be required to use lifting devices such as, cranes and/or winches to place or to remove any falsework over Railway's tracks. In no case will the Contractor be relieved of responsibility for results obtained by the implementation of said approved plans. H. Subject to the movement of Railway's trains, Railway will cooperate with the Contractor such that the work may be handled and performed in an efficient manner The Contractor will have no claim whatsoever for any type of damages or for extra or additional compensation in the event his work is delayed by the Railway 2) Contractor Safety Orientation A. No employee of the Contractor, its subcontractors, agents or invitees may enter Railway Property without first having completed Railway's Engineering Contractor Safety Orientation,found on the web site www.BNSFContractor.com.The Contractor must ensure that each of its employees, subcontractors, agents or invitees completes Railway's Engineering Contractor Safety Orientation through internet sessions before any work is performed on the Project. Additionally, the Contractor must ensure that each and every one of its employees, subcontractors, agents or invitees possesses a card certifying completion of the Railway Contractor Safety Orientation before entering Railway Property. The Contractor is responsible for the cost of the Railway Contractor Safety Orientation. The Contractor must renew the Railway Contractor Safety Orientation annually Further clarification can be found on the web site or from the Railway's Representative. 3) Railway Requirements A The Contractor must take protective measures as are necessary to keep railway facilities, including track ballast, free of sand, debris, and other foreign objects and materials resulting from his operations Any damage to railway facilities resulting from Contractor's operations will be repaired or replaced by Railway and the cost of such repairs or replacement must be paid for by the Agency B. The Contractor must notify the Railway's Division Engineer David Lelak at 682-715-4841 and provide blasting plans to the Railway for review seven (7) calendar days prior to conducting any blasting operations adjacent to or on Railway's Property C. The Contractor must abide by the following temporary clearances during construction: • 15'-0" Horizontally from centerline of nearest track • 21'-6" Vertically above top of rail • 27'-0" Vertically above top of rail for electric wires carrying less than 750 volts • 28'-0" Vertically above top of rail for electric wires carrying 750 volts to 15,000 volts 3 of 25 924 RA/LWAY Contract Number BF- • 30'-0" Vertically above top of rail for electric wires carrying 15,000 volts to 20,000 volts • 34'-0" Vertically above top of rail for electric wires carrying more than 20,000 volts D. Upon completion of construction, the following clearances shall be maintained • 25' Horizontally from centerline of nearest track • 23' 6" Vertically above top of rail E. Any infringement within State statutory clearances due to the Contractor's operations must be submitted to the Railway and to the City of Pearland (CITY) and must not be undertaken until approved in writing by the Railway, and until the City of Pearland (CITY) has obtained any necessary authorization from the State Regulatory Authority for the infringement No extra compensation will be allowed in the event the Contractor's work is delayed pending Railway approval, and/or the State Regulatory Authority's approval F. In the case of impaired vertical clearance above top of rail, Railway will have the option of installing tell-tales or other protective devices Railway deems necessary for protection of Railway operations The cost of tell-tales or protective devices will be borne by the Agency G. The details of construction affecting the Railway's Property and tracks not included in the contract plans must be submitted to the Railway by City of Pearland (CITY) for approval before work is undertaken and this work must not be undertaken until approved by the Railway H At other than public road crossings, the Contractor must not move any equipment or materials across Railway's tracks until permission has been obtained from the Railway. The Contractor must obtain a "Temporary Construction Crossing Agreement" from the Railway prior to moving his equipment or materials across the Railways tracks. The temporary crossing must be gated and locked at all times when not required for use by the Contractor The temporary crossing for use of the Contractor will be constructed and, at the completion of the project, removed at the expense of the Contractor. I. Discharge, release or spill on the Railway Property of any hazardous substances, oil, petroleum, constituents, pollutants, contaminants, or any hazardous waste is prohibited and Contractor must immediately notify the Railway's Resource Operations Center at 1(800) 832-5452, of any discharge, release or spills in excess of a reportable quantity. Contractor must not allow Railway Property to become a treatment, storage or transfer facility as those terms are defined in the Resource Conservation and Recovery Act or any state analogue J. The Contractor upon completion of the work covered by this contract, must promptly remove from the Railway's Property all of Contractor's tools, equipment, implements and 4 of 25 925 RAILWAY Contract Number BF- other materials, whether brought upon said property by said Contractor or any Subcontractor, employee or agent of Contractor or of any Subcontractor, and must cause Railway's Property to be left in a condition acceptable to the Railway's representative 4) Contractor Roadway Worker on Track Safety Program and Safety Action Plan A. Each Contractor that will perform work within 25 feet of the centerline of a track must develop and implement a Roadway Worker Protection/On Track Safety Program and work with Railway Project Representative to develop an on track safety strategy as described in the guidelines listed in the on track safety portion of the Safety Orientation This Program must provide Roadway Worker protection/on track training for all employees of the Contractor, its subcontractors, agents or invitees This training is reinforced at the job site through job safety briefings. Additionally, each Contractor must develop and implement the Safety Action Plan, as provided for on the web site www.BNSFContractor.com, which will be made available to Railway prior to commencement of any work on Railway Property During the performance of work, the Contractor must audit its work activities The Contractor must designate an on-site Project Supervisor who will serve as the contact person for the Railway and who will maintain a copy of the Safety Action Plan, safety audits, and Material Safety Datasheets (MSDS), at the job site B. Contractor shall have a background investigation performed on all of its employees, subcontractors and agents who will be performing any services for Railroad under this Agreement which are determined by Railroad in its sole discretion a) to be on Railroad's property, or b) that require access to Railroad Critical Infrastructure, Railroad Critical Information Systems, Railroad's Employees, Hazardous Materials on Railroad's property or is being transported by or otherwise in the custody of Railroad, or Freight in Transit involving Railroad i) The required background screening shall at a minimum meet the rail industry background screening criteria defined by the e-RAILSAFE Program as outlined at www.eVerifile.com, in addition to any other applicable regulatory requirements ii) Contractor shall obtain written consent from all its employees, subcontractors or agents screened in compliance with the e-RAILSAFE Program to participate in the Program on their behalf and to release completed background information to Railroad's designee Contractor shall be subject to periodic audit to ensure compliance. iii) Contractor subject to the e-RAILSAFE Program hereunder shall not permit any of its employees, subcontractors or agents to perform services hereunder who are not first approved under e-RAILSAFE Program standards. Railroad shall have the right to deny entry onto its premises or access as described in this section above to any of Contractor's employees, subcontractors or agents who do not display the authorized 5 of 25 926 BA/! ./c" A RAILWAY Contract Number BF- identification badge issued by a background screening service meeting the standards set forth in the e-RAILSAFE Program, or who in Railroad's opinion, which may not be unreasonable, may pose a threat to the safety or security of Railroad's operations, assets or personnel iv) Contractors shall be responsible for ensuring that its employees, subcontractors and agents are United States citizens or legally working in the United States under a lawful and appropriate work VISA or other work authorization 5) Railway Flagger Services A The Contractor must give Railway's Roadmaster Ray Woodside at Mobile#409-853-6369 or email Ray.WoodsideQbnsf corn a minimum of thirty (30) calendar days advance notice when flagging services will be required so that the Roadmaster can make appropriate arrangements (i e , bulletin the flagger's position) If flagging services are scheduled in advance by the Contractor and it is subsequently determined by the parties hereto that such services are no longer necessary, the Contractor must give the Roadmaster five (5) working days advance notice so that appropriate arrangements can be made to abolish the position pursuant to union requirements FOR THIS PROJECT, RAILROAD FLAGGING SERVICES WILL BE PROVIDED BY RAILPROS (NOT A BNSF EMPLOYEE). The Contractor must contact Railpros directly at Office # 877-315-0513 or e-mail: BNSFinfo(a�railprosfs.com to enter into a reimbursement agreement for flagging services and to request and schedule a railroad flagger. The Railpros flagger(s), the Contractor, and the BNSF Roadmaster must participate in a job safety briefing PRIOR TO the start of any work on/over/under Railway's right of way. The Railway reserves the right to utilize its employees to provide railroad flagging services when those resources become available In this event, the Railpros flagger and the Contractor will be notified by the Railway. B. Unless determined otherwise by Railway's Project Representative, Railway flagger will be required and furnished when Contractor's work activities are located over, under and/or within twenty-five (25) feet measured horizontally from centerline of the nearest track and when cranes or similar equipment positioned beyond 25-feet from the track centerline could foul the track in the event of tip over or other catastrophic occurrence, but not limited thereto for the following conditions: i) When, upon inspection by Railway's Representative, other conditions warrant ii) When any excavation is performed below the bottom of tie elevation, if, in the opinion of Railway's representative, track or other Railway facilities may be subject to movement or settlement 6 of 25 927 RAIL KVAY Contract Number BF- iii) When work in any way interferes with the safe operation of trains at timetable speeds. iv) When any hazard is presented to Railway track, communications, signal, electrical, or other facilities either due to persons, material, equipment or blasting in the vicinity v) Special permission must be obtained from the Railway before moving heavy or cumbersome objects or equipment which might result in making the track impassable C. Flagging services will be performed by qualified Railway flaggers i) Flagging crew generally consists of one employee However, additional personnel may be required to protect Railway Property and operations, if deemed necessary by the Railways Representative ii) Each time a flagger is called, the minimum period for billing will be the eight (8) hour basic day iii) The cost of flagger services provided by the Railway will be borne by CONTRACTOR ( ). The estimated cost for one (1)flagger is approximately between $800.00-$1,600 00 for an eight (8) hour basic day with time and one-half or double time for overtime, rest days and holidays The estimated cost for each flagger includes vacation allowance, paid holidays, Railway and unemployment insurance, public liability and property damage insurance, health and welfare benefits, vehicle, transportation, meals, lodging, radio, equipment, supervision and other costs incidental to performing flagging services Negotiations for Railway labor or collective bargaining agreements and rate changes authorized by appropriate Federal authorities may increase actual or estimated flagging rates THE FLAGGING RATE IN EFFECT AT THE TIME OF PERFORMANCE BY THE CONTRACTOR HEREUNDER WILL BE USED TO CALCULATE THE ACTUAL COSTS OF FLAGGING PURSUANT TO THIS PARAGRAPH iv) The average train traffic on this route is 24 freight trains per 24-hour period at a timetable speed 55 MPH and 0 passenger trains at a timetable speed of n/a MPH. 6) Contractor General Safety Requirements A. Work in the proximity of railway track(s) is potentially hazardous where movement of trains and equipment can occur at any time and in any direction All work performed by contractors within 25 feet of any track must be in compliance with FRA Roadway Worker Protection Regulations. 7 of 25 928 RA/L WAY Contract Number BF- B. Before beginning any task on Railway Property, a thorough job safety briefing must be conducted with all personnel involved with the task and repeated when the personnel or task changes. If the task is within 25 feet of any track, the job briefing must include the Railway's flagger, as applicable, and include the procedures the Contractor will use to protect its employees, subcontractors, agents or invitees from moving any equipment adjacent to or across any Railway track(s). C Workers must not work within 25 feet of the centerline of any track without an on track safety strategy approved by the Railway's Project Representative. When authority is provided, every contractor employee must know (1) who the Railway flagger is, and how to contact the flagger, (2) limits of the authority, (3) the method of communication to stop and resume work, and (4) location of the designated places of safety Persons or equipment entering flag/work limits that were not previously job briefed, must notify the flagger immediately, and be given a job briefing when working within 25 feet of the center line of track. D. When Contractor employees are required to work on the Railway Property after normal working hours or on weekends, the Railway's representative in charge of the project must be notified A minimum of two employees must be present at all times. E. Any employees, agents or invitees of Contractor or its subcontractors under suspicion of being under the influence of drugs or alcohol, or in the possession of same, will be removed from the Railway's Property and subsequently released to the custody of a representative of Contractor management Future access to the Railway's Property by that employee will be denied. F. Any damage to Railway Property, or any hazard noticed on passing trains must be reported immediately to the Railway's representative in charge of the project Any vehicle or machine which may come in contact with track, signal equipment, or structure (bridge) and could result in a train derailment must be reported immediately to the Railway representative in charge of the project and to the Railway's Resource Operations Center at 1(800) 832-5452. Local emergency numbers are to be obtained from the Railway representative in charge of the project prior to the start of any work and must be posted at the job site G. For safety reasons, all persons are prohibited from having pocket knives, firearms or other deadly weapons in their possession while working on Railway's Property H. All personnel protective equipment (PPE) used on Railway Property must meet applicable OSHA and ANSI specifications Current Railway personnel protective equipment requirements are listed on the web site, www.BNSFContractor.com, however, a partial list of the requirements include: a) safety glasses with permanently affixed side shields (no yellow lenses); b) hard hats; c) safety shoe with: hardened toes, above-the-ankle lace-up 8 of 25 929 /TA11 WAY Contract Number: BF- and a defined heel, and d) high visibility retro-reflective work wear The Railway's representative in charge of the project is to be contacted regarding local specifications for meeting requirements relating to hi-visibility work wear Hearing protection, fall protection, gloves, and respirators must be worn as required by State and Federal regulations (NOTE — Should there be a discrepancy between the information contained on the web site and the information in this paragraph, the web site will govern.) I. THE CONTRACTOR MUST NOT PILE OR STORE ANY MATERIALS, MACHINERY OR EQUIPMENT CLOSER THAN 25'-0" TO THE CENTER LINE OF THE NEAREST RAILWAY TRACK. MATERIALS, MACHINERY OR EQUIPMENT MUST NOT BE STORED OR LEFT WITHIN 250 FEET OF ANY HIGHWAY/RAIL AT-GRADE CROSSINGS OR TEMPORARY CONSTRUCTION CROSSING, WHERE STORAGE OF THE SAME WILL OBSTRUCT THE VIEW OF A TRAIN APPROACHING THE CROSSING. PRIOR TO BEGINNING WORK, THE CONTRACTOR MUST ESTABLISH A STORAGE AREA WITH CONCURRENCE OF THE RAILWAY'S REPRESENTATIVE J Machines or vehicles must not be left unattended with the engine running Parked machines or equipment must be in gear with brakes set and if equipped with blade, pan or bucket, they must be lowered to the ground All machinery and equipment left unattended on Railway's Property must be left inoperable and secured against movement. (See Internet Engineering Contractor Safety Orientation program for more detailed specifications) K. Workers must not create and leave any conditions at the work site that would interfere with water drainage. Any work performed over water must meet all Federal, State and Local regulations. L All power line wires must be considered dangerous and of high voltage unless informed to the contrary by proper authority. For all power lines the minimum clearance between the lines and any part of the equipment or load must be, 200 KV or below - 15 feet, 200 to 350 KV - 20 feet, 350 to 500 KV - 25 feet, 500 to 750 KV - 35 feet; and 750 to 1000 KV - 45 feet. If capacity of the line is not known, a minimum clearance of 45 feet must be maintained. A person must be designated to observe clearance of the equipment and give a timely warning for all operations where it is difficult for an operator to maintain the desired clearance by visual means. 7) Excavation A Before excavating, the Contractor must determine whether any underground pipe lines, electric wires, or cables, including fiber optic cable systems are present and located within the Project work area The Contractor must determine whether excavation on Railway's Property could cause damage to buried cables resulting in delay to Railway traffic and disruption of service to users. Delays and disruptions to service may cause business 9 of 25 930 BA/S./c' RAILWAY Contract Number BF- interruptions involving loss of revenue and profits Before commencing excavation, the Contractor must contact BNSF's Roadmaster (Ray Woodside) at Ray.Woodsidebnsf.com and mobile#409-853-6369 and BNSF's Signal Supervisor (Daniel Cardiff) at mobile # 817-964-8741. All underground and overhead wires will be considered HIGH VOLTAGE and dangerous until verified with the company having ownership of the line It is the Contractor's responsibility to notify any other companies that have underground utilities in the area and arrange for the location of all underground utilities before excavating. B. The Contractor must cease all work and notify the Railway immediately before continuing excavation in the area if obstructions are encountered which do not appear on drawings If the obstruction is a utility and the owner of the utility can be identified, then the Contractor must also notify the owner immediately If there is any doubt about the location of underground cables or lines of any kind, no work must be performed until the exact location has been determined There will be no exceptions to these instructions C. All excavations must be conducted in compliance with applicable OSHA regulations and, regardless of depth, must be shored where there is any danger to tracks, structures or personnel D. Any excavations, holes or trenches on the Railway's Property must be covered, guarded and/or protected when not being worked on. When leaving work site areas at night and over weekends, the areas must be secured and left in a condition that will ensure that Railway employees and other personnel who may be working or passing through the area are protected from all hazards All excavations must be back filled as soon as possible 8) Hazardous Waste, Substances and Material Reporting• A If Contractor discovers any hazardous waste, hazardous substance, petroleum or other deleterious material, including but not limited to any non-containerized commodity or material, on or adjacent to Railway's Property, in or near any surface water, swamp, wetlands or waterways, while performing any work under this Agreement, Contractor must immediately (a) notify the Railway's Resource Operations Center at 1(800) 832-5452, of such discovery (b) take safeguards necessary to protect its employees, subcontractors, agents and/or third parties and (c) exercise due care with respect to the release, including the taking of any appropriate measure to minimize the impact of such release. 9) Personal Injury Reporting A. The Railway is required to report certain injuries as a part of compliance with Federal Railroad Administration (FRA) reporting requirements Any personal injury sustained by an employee of the Contractor, subcontractor or Contractor's invitees while on the Railway's Property must be reported immediately (by phone mail if unable to contact in person) to 10 of 25 931 I5e/VSF RAILWAY' Contract Number: BF- the Railway's representative in charge of the project The Non-Employee Personal Injury Data Collection Form contained herein is to be completed and sent by Fax to the Railway at 1(817) 352-7595 and to the Railway's Project Representative no later than the close of shift on the date of the injury. 11 of 25 932 B/VS/=' RAILWAY Contract Number: BF- NON-EMPLOYEE PERSONAL INJURY DATA COLLECTION (If injuries are in connection with rail equipment accident/incident, highway rail grade crossing accident or automobile accident, ensure that appropriate information is obtained, forms completed and that data entry personnel are aware that injuries relate to that specific event ) Injured Person Type Passenger on train (C) Non-employee (N) (i e , emp of another railroad, or, non-BNSF emp involved in vehicle accident, including company vehicles) Contractor/safety Contractor/non-safety sensitive (G) Volunteer/safety Volunteer/other non-safety sensitive (I) sensitive (H) Non-trespasser (D) - to include highway users involved in highway rail grade crossing accidents who did not go around or through gates Trespasser (E) - to include highway users involved in highway rail grade crossing accidents who went around or through gates Non-trespasser (J) - Off railroad property If train involved, Train ID: Transmit attached information to Accident/Incident Reporting Center by. Fax 1-817-352-7595 or by Phone 1-800-697-6736 or email to: Accident- Reportinq.Center(&,BNSF.com Officer Providing Information (Name) (Employee No.) (Phone #) REPORT PREPARED TO COMPLY WITH FEDERAL ACCIDENT REPORTING REQUIREMENTS AND PROTECTED FROM DISCLOSURE PURSUANT TO 49 U.S C 20903 AND 83 U.S.C. 490 12 of 25 933 RA/L WAY Contract Number. BF- NON-EMPLOYEE PERSONAL INJURY DATA COLLECTION Please complete this form and provide to the BNSF supervisor,who will input this information into the EHS Star system For questions,call(817) 352-1267 or email Safety.IncidentReportinoaBNSF.com Accident City/State Date Time County - Temperature Weather (if non-BNSF location) Name(Last/First/MI) Age Gender(if available) Company eRailsafe Badge Number Expiration Date BNSF Contractor Badge Number Expiration Date Injury Body Part (e g,laceration) (e g,hand) Description of accident(including how accident occurred potential cause,etc) Work activity in progress at time of accident Tools,machinery,or hazardous materials involved in accident Treatment First Aid Only Required Medical Treatment Other Medical Treatment Dr Name Date Dr Street Address City State Zip Hospital Name _. Hospital Street Address City State Zip Diagnosis THIS REPORT IS PART OF BNSF'S ACCIDENT REPORT PURSUANT TO THE ACCIDENT REPORTS STATUTE AND AS SUCH SHALL NOT"BE ADMITTED AS EVIDENCE OR USED FOR ANY PURPOSE IN ANY SUIT OR ACTION FOR DAMAGES GROWING OUT OF ANY MATTER MENTIONED IN SAID REPORT "49 U S C §20903 See 49 C F R §225 7(b) 13 of 25 934 A RA/L WAY Contract Number BF- EXHIBIT "C-1" Agreement Between BNSF RAILWAY COMPANY and the CONTRACTOR Railway File. DOT No 023489P Agency Project: Bailey Road - construction of new EASTBOUND overpass in Pearland, TX , (hereinafter called "Contractor"), has entered into an agreement (hereinafter called "Agreement")with the City of Pearland (CITY) for the performance of certain work in connection with the following project. construction of the new EASTBOUND overpass structure for Bailey Road - DOT No. 023489P located at railroad milepost 7.78 on Railway's Red River (South) Division, Mykawa Subdivision, Line Segment 7501 in Pearland, in Brazona County Performance of such work will necessarily require Contractor to enter BNSF RAILWAY COMPANY (hereinafter called "Railway") right of way and property (hereinafter called "Railway Property") The Agreement provides that no work will be commenced within Railway Property until the Contractor employed in connection with said work for City of Pearland (CITY) (i) executes and delivers to Railway an Agreement in the form hereof, and (ii) provides insurance of the coverage and limits specified in such Agreement and Section 3 herein If this Agreement is executed by a party who is not the Owner, General Partner, President or Vice President of Contractor, Contractor must furnish evidence to Railway certifying that the signatory is empowered to execute this Agreement on behalf of Contractor Accordingly, in consideration of Railway granting permission to Contractor to enter upon Railway Property and as an inducement for such entry, Contractor, effective on the date of the Agreement, has agreed and does hereby agree with Railway as follows: 1) RELEASE OF LIABILITY AND INDEMNITY A. Contractor hereby waives, releases, indemnifies, defends and holds harmless Railway for all judgments, awards, claims, demands, and expenses (including attorneys' fees), for injury or death to all persons, including Railway's and Contractor's officers and employees, and for loss and damage to property belonging to any person, arising in any manner from 14 of 25 935 B.A/SF" RA/L WAY Contract Number BF- Contractor's or any of Contractor's subcontractors' acts or omissions or any work performed on or about Railway's property or right-of-way. THE LIABILITY ASSUMED BY CONTRACTOR WILL NOT BE AFFECTED BY THE FACT, IF IT IS A FACT, THAT THE DESTRUCTION, DAMAGE, DEATH, OR INJURY WAS OCCASIONED BY OR CONTRIBUTED TO BY THE NEGLIGENCE OF RAILWAY, ITS AGENTS, SERVANTS, EMPLOYEES OR OTHERWISE, EXCEPT TO THE EXTENT THAT SUCH CLAIMS ARE PROXIMATELY CAUSED BY THE INTENSIONAL MISCONDUCT OR GROSS NEGLIGENCE OF RAILWAY B. THE INDEMNIFICATION OBLIGATION ASSUMED BY CONTRACTOR INCLUDES ANY CLAIMS, SUITS OR JUDGMENTS BROUGHT AGAINST RAILWAY UNDER THE FEDERAL EMPLOYEE'S LIABILITY ACT, INCLUDING CLAIMS FOR STRICT LIABILITY UNDER THE SAFETY APPLIANCE ACT OR THE LOCOMOTIVE INSPECTION ACT, WHENEVER SO CLAIMED. C. Contractor further agrees, at its expense, in the name and on behalf of Railway, that it will adjust and settle all claims made against Railway, and will, at Railway's discretion, appear and defend any suits or actions of law or in equity brought against Railway on any claim or cause of action arising or growing out of or in any manner connected with any liability assumed by Contractor under this Agreement for which Railway is liable or is alleged to be liable. Railway will give notice to Contractor, in writing, of the receipt or dependency of such claims and thereupon Contractor must proceed to adjust and handle to a conclusion such claims, and in the event of a suit being brought against Railway, Railway may forward summons and complaint or other process in connection therewith to Contractor, and Contractor, at Railway's discretion, must defend, adjust, or settle such suits and protect, indemnify, and save harmless Railway from and against all damages,judgments, decrees, attorney's fees, costs, and expenses growing out of or resulting from or incident to any such claims or suits D. In addition to any other provision of this Agreement, in the event that all or any portion of this Article shall be deemed to be inapplicable for any reason, including without limitation as a result of a decision of an applicable court, legislative enactment or regulatory order, the parties agree that this Article shall be interpreted as requiring Contractor to indemnify Railway to the fullest extent permitted by applicable law THROUGH THIS AGREEMENT THE PARTIES EXPRESSLY INTEND FOR CONTRACTOR TO INDEMNIFY RAILWAY FOR RAILWAY'S ACTS OF NEGLIGENCE. E. It is mutually understood and agreed that the assumption of liabilities and indemnification provided for in this Agreement survive any termination of this Agreement. 2) TERM 15 of 25 936 AeirdiaraCir RA/LWAY Contract Number BF- A This Agreement is effective from the date of the Agreement until (i) the completion of the project set forth herein, and (ii) full and complete payment to Railway of any and all sums or other amounts owing and due hereunder. 3) INSURANCE Contractor shall, at its sole cost and expense, procure and maintain during the life of this Agreement the following insurance coverage A. Commercial General Liability "CGL" Insurance i) The policy will provide a minimum of $5,000,000 each occurrence and an aggregate limit of at least $10,000,000 but in no event less than the amount otherwise carried by the provider Coverage must be purchased on a post 2004 ISO occurrence form or equivalent and include coverage for, but not limited to, the following (1) Bodily Injury and Property Damage (2) Personal Injury and Advertising Injury (3) Fire legal liability (4) Products and completed operations ii) This policy shall also contain the following endorsements or language, which shall be indicated on the certificate of insurance. (1) definition of "Insured Contract" will be amended to remove any exclusion or other limitation for any work being done within 50 feet of RAILWAY's property (2) Waiver of subrogation in favor of and acceptable to RAILWAY, and (3) Additional insured endorsement in favor of and acceptable to RAILWAY and include coverage for ongoing operations and completed operations, and (4) Separation of insureds; and (5) The policy will be primary and non-contributing with respect to any insurance carried by RAILWAY 16 of 25 937 15crvs/C" RA/L WA Y Contract Number BF- iii)It is agreed that the workers' compensation and employers' liability related exclusions in the Commercial General Liability insurance policy(s) required herein are intended to apply to employees of the policy holder and shall not apply to Railway employees iv)No other endorsements limiting coverage as respects obligations under this Agreement may be included on the policy with regard to the work being performed under this agreement B Business Automobile Insurance i) The insurance will provide minimum coverage with a combined single limit of at least $1,000,000 per accident, and include coverage for, but not limited to the following (1) Bodily injury and property damage (2) Any and all vehicles owned, used or hired ii) The policy will include the following endorsements or language, which will be indicated on or attached to the certificate of insurance. (1) Waiver of subrogation in favor of and acceptable to RAILWAY, (2) Additional insured endorsement in favor of and acceptable to RAILWAY, (3) Separation of insureds; (4) The policy shall be primary and non-contributing with respect to any insurance carried by RAILWAY C. Workers Compensation and Employers Liability Insurance i) Workers Compensation and Employers Liability insurance including coverage for, but not limited to: (1) Contractor's statutory liability under the worker's compensation laws of the state(s) in which the work is to be performed If optional under State law, the insurance must cover all employees anyway (2) Employers' Liability (Part B)with limits of at least$500,000 each accident, $500,000 by disease policy limit, $500,000 by disease each employee. 17 of 25 938 RAILWAY Contract Number BF- ii) This policy shall also contain the following endorsements or language, which shall be indicated on the certificate of insurance (1) Waiver of subrogation in favor of and acceptable to Railway D Railroad Protective Liability insurance i) Railroad Protective Liability insurance naming only the Railway as the Insured with coverage of at least $5,000,000 per occurrence and $10,000,000 in the aggregate The policy Must be issued on a standard ISO form CG 00 35 12 04 and include the following (1) Endorsed to include the Pollution Exclusion Amendment (2) Endorsed to include the Limited Seepage and Pollution Endorsement. (3) Endorsed to remove any exclusion for punitive damages (4) No other endorsements restricting coverage may be added (5) The original policy must be provided to the Railway prior to performing any work or services under this Agreement (6) Definition of"Physical Damage to Property" shall be endorsed to read. "means direct and accidental loss of or damage to all property owned by any named insured and all property in any named insured' care, custody, and control arising out of the acts or omissions of the contractor named on the Declarations. In lieu of providing a Railroad Protective Liability Policy, Licensee may participate (if available) in Railway's Blanket Railroad Protective Liability Insurance Policy E Other Requirements: i) Where allowable by law, all policies (applying to coverage listed above) shall contain no exclusion for punitive damages ii) Contractor agrees to waive its right of recovery against Railway for all claims and suits against Railway In addition, its insurers, through the terms of the policy or policy endorsement, waive their right of subrogation against Railway for all claims and suits. Contractor further waives its right of recovery, and its insurers also waive their right of 18 of 25 939 RAILWAY Contract Number BF- subrogation against Railway for loss of its owned or leased property or property under Contractor's care, custody or control iii) Allocated Loss Expense shall be in addition to all policy limits for coverages referenced above iv) Contractor is not allowed to self-insure without the prior written consent of Railway. If granted by Railway, any self-insured retention or other financial responsibility for claims shall be covered directly by Contractor in lieu of insurance Any and all Railway liabilities that would otherwise, in accordance with the provisions of this Agreement, be covered by Contractor's insurance will be covered as if Contractor elected not to include a deductible, self-insured retention or other financial responsibility for claims v) Prior to commencing services, Contractor shall furnish to Railway an acceptable certificate(s) of insurance from an authorized representative evidencing the required coverage(s), endorsements, and amendments The certificate should be directed to the following address BNSF Railway Company do CertFocus P 0 Box 140528 Kansas City, MO 64114 Toll Free: 877-576-2378 Fax number 817-840-7487 Email BNSF certfocus com www certfocus com vi) Contractor shall notify Railway in writing at least 30 days prior to any cancellation, non- renewal, substitution or material alteration. vii)Any insurance policy shall be written by a reputable insurance company acceptable to Railway or with a current Best's Guide Rating of A- and Class VII or better, and authorized to do business in the state(s) in which the service is to be provided viii)lf coverage is purchased on a "claims made" basis, Contractor hereby agrees to maintain coverage in force for a minimum of three years after expiration, cancellation or termination of this Agreement Annually Contractor agrees to provide evidence of such coverage as required hereunder 19 of 25 940 B/�/SF RA/L WA Contract Number BF- ix) Contractor represents that this Agreement has been thoroughly reviewed by Contractor's insurance agent(s)/broker(s), who have been instructed by Contractor to procure the insurance coverage required by this Agreement x) Not more frequently than once every five years, Railway may reasonably modify the required insurance coverage to reflect then-current risk management practices in the railroad industry and underwriting practices in the insurance industry xi) If any portion of the operation is to be subcontracted by Contractor, Contractor shall require that the subcontractor shall provide and maintain insurance coverage(s) as set forth herein, naming Railway as an additional insured, and shall require that the subcontractor shall release, defend and indemnify Railway to the same extent and under the same terms and conditions as Contractor is required to release, defend and indemnify Railway herein xii) Failure to provide evidence as required by this section shall entitle, but not require, Railway to terminate this Agreement immediately Acceptance of a certificate that does not comply with this section shall not operate as a waiver of Contractor's obligations hereunder xiii)The fact that insurance (including, without limitation, self-insurance) is obtained by Contractor shall not be deemed to release or diminish the liability of Contractor including, without limitation, liability under the indemnity provisions of this Agreement Damages recoverable by Railway shall not be limited by the amount of the required insurance coverage xiv) In the event of a claim or lawsuit involving Railway arising out of this agreement, Contractor will make available any required policy covering such claim or lawsuit. xv)These insurance provisions are intended to be a separate and distinct obligation on the part of the Contractor Therefore, these provisions shall be enforceable and Contractor shall be bound thereby regardless of whether or not indemnity provisions are determined to be enforceable in the jurisdiction in which the work covered hereunder is performed xvi) For purposes of this section, Railway shall mean "Burlington Northern Santa Fe LLC", "BNSF Railway Company" and the subsidiaries, successors, assigns and affiliates of each 4) SALES AND OTHER TAXES 20 of 25 941 BA/SF RAILWAY Contract Number BF- A. In the event applicable sales taxes of a state or political subdivision of a state of the United States are levied or assessed in connection with and directly related to any amounts invoiced by Contractor to Railway ("Sales Taxes"), Railway shall be responsible for paying only the Sales Taxes that Contractor separately states on the invoice or other billing documents provided to Railway, provided, however, that (i) nothing herein shall preclude Railway from claiming whatever Sales Tax exemptions are applicable to amounts Contractor bills Railway, (ii) Contractor shall be responsible for all sales, use, excise, consumption, services and other taxes which may accrue on all services, materials, equipment, supplies or fixtures that Contractor and its subcontractors use or consume in the performance of this Agreement, (iii) Contractor shall be responsible for Sales Taxes (together with any penalties, fines or interest thereon) that Contractor fails to separately state on the invoice or other billing documents provided to Railway or fails to collect at the time of payment by Railway of invoiced amounts (except where Railway claims a Sales Tax exemption), and (iv) Contractor shall be responsible for Sales Taxes (together with any penalties, fines or interest thereon) if Contractor fails to issue separate invoices for each state in which Contractor delivers goods, provides services or, if applicable, transfers intangible rights to Railway B. Upon request, Contractor shall provide Railway satisfactory evidence that all taxes (together with any penalties, fines or interest thereon) that Contractor is responsible to pay under this Agreement have been paid If a written claim is made against Contractor for Sales Taxes with respect to which Railway may be liable for under this Agreement, Contractor shall promptly notify Railway of such claim and provide Railway copies of all correspondence received from the taxing authority Railway shall have the right to contest, protest, or claim a refund, in Railway's own name, any Sales Taxes paid by Railway to Contractor or for which Railway might otherwise be responsible for under this Agreement, provided, however, that if Railway is not permitted by law to contest any such Sales Tax in its own name, Contractor shall, if requested by Railway at Railway's sole cost and expense, contest in Contractor's own name the validity, applicability or amount of such Sales Tax and allow Railway to control and conduct such contest. C. Railway retains the right to withhold from payments made under this Agreement amounts required to be withheld under tax laws of any jurisdiction If Contractor is claiming a withholding exemption or a reduction in the withholding rate of any jurisdiction on any payments under this Agreement, before any payments are made (and in each succeeding period or year as required by law), Contractor agrees to furnish to Railway a properly completed exemption form prescribed by such jurisdiction Contractor shall be responsible for any taxes, interest or penalties assessed against Railway with respect to withholding taxes that Railway does not withhold from payments to Contractor. 5) EXHIBIT "C" CONTRACTOR REQUIREMENTS 21 of 25 942 BA/SF' RA/L WAY Contract Number BF- A. The Contractor must observe and comply with all provisions, obligations, requirements and limitations contained in the Agreement, and the Contractor Requirements set forth on Exhibit "C" attached to the Agreement and this Agreement, including, but not be limited to, payment of all costs incurred for any damages to Railway roadbed, tracks, and/or appurtenances thereto, resulting from use, occupancy, or presence of its employees, representatives, or agents or subcontractors on or about the construction site. Contractor shall execute a Temporary Construction Crossing Agreement or Private Crossing Agreement (http //www bnsf com/communities/faqs/permits-real-estate/), for any temporary crossing requested to aid in the construction of this Project, if approved by BNSF. 6) TRAIN DELAY A Contractor is responsible for and hereby indemnifies and holds harmless Railway (including its affiliated railway companies, and its tenants) for, from and against all damages arising from any unscheduled delay to a freight or passenger train which affects Railway's ability to fully utilize its equipment and to meet customer service and contract obligations Contractor will be billed, as further provided below, for the economic losses arising from loss of use of equipment, contractual loss of incentive pay and bonuses and contractual penalties resulting from train delays, whether caused by Contractor, or subcontractors, or by the Railway performing work under this Agreement Railway agrees that it will not perform any act to unnecessarily cause train delay B. For loss of use of equipment, Contractor will be billed the current freight train hour rate per train as determined from Railway's records Any disruption to train traffic may cause delays to multiple trains at the same time for the same period C. Additionally, the parties acknowledge that passenger, U S mail trains and certain other grain, intermodal, coal and freight trains operate under incentive/penalty contracts between Railway and its customer(s). Under these arrangements, if Railway does not meet its contract service commitments, Railway may suffer loss of performance or incentive pay and/or be subject to penalty payments Contractor is responsible for any train performance and incentive penalties or other contractual economic losses actually incurred by Railway which are attributable to a train delay caused by Contractor or its subcontractors D The contractual relationship between Railway and its customers is proprietary and confidential. In the event of a train delay covered by this Agreement, Railway will share information relevant to any train delay to the extent consistent with Railway confidentiality obligations. The rate then in effect at the time of performance by the Contractor hereunder will be used to calculate the actual costs of train delay pursuant to this agreement. 22 of 25 943 /7A/L WA Y Contract Number BF- E. Contractor and its subcontractors must give Railway's Roadmaster Ray Woodside Schildhammer at Ray.Woodside(c�bnsf com and mobile#409-853-6369 four(4)weeks advance notice of the times and dates for proposed work windows Railway and Contractor will establish mutually agreeable work windows for the project Railway has the right at any time to revise or change the work windows due to train operations or service obligations Railway will not be responsible for any additional costs or expenses resulting from a change in work windows Additional costs or expenses resulting from a change in work windows shall be accounted for in Contractor's expenses for the project. F. Contractor and subcontractors must plan, schedule, coordinate and conduct all Contractor's work so as to not cause any delays to any trains. SIGNATURE PAGE FOLLOWS 23 of 25 944 B, u i RAILWAY Contract Number BF- IN WITNESS WHEREOF, each of the parties hereto has caused this Agreement to be executed by its duly authorized officer the day and year first above written (CONTRACTOR) Signature. Printed Name Title Date Contact Person E-mail Address City State Zip Phone On-Site Project Contact Person Contact Person: E-mail. E-mail Mobile #. Mobile # 24 of 25 945 /7A/L WAY Contract Number: BF- BNSF RAILWAY COMPANY Signature Printed Name. Timothy J. Huya Title Manager Public Projects Accepted and Effective Date 25 of 25 946 MAINTAIN PROPRIETARY CONFIDENTIALITY EXHIBIT"D"-RR Project Inspection Estimate for BNSF RAILWAY COMPANY Bailey Road Eastbound overpass-DOT No 023489P FHPM ESTIMATE FOR Revised on 2/21/2022 CITY OF PEARLAND LOCATION SOUTH PEARLAND DETAILS OF ESTIMATE PLAN ITEM 237339000 VERSION 1 PURPOSE JUSTIFICATION AND DESCRIPTION PIP RDS DIV MYKAWA SUB LS 7501 MP 7 780 BNSF TO PROVIDE 90 DAYS OF CONTRACT CM PROJECT INSPECTION DURING THE CONSTRUCTION OF THE NEW EASTBOUND OVERPASS STRUCTURE FOR BAILEY ROAD,DOT NO 023489P IN PEARLAND TX CITY OF PEARLAND TEXAS IS FUNDING 100%OF PROJECT COST DESCRIPTION QUANTITY U/M COST TOTAL S LABOR TOTAL LABOR COST 0 0 •r**•"r*wr*a• MATERIAL TOTAL MATERIAL COST 0 0 OTHER INSPECTOR COORDINATOR 90.0 DAY 108,000 TOTAL OTHER ITEMS COST 108,000 108,000 PROJECT SUBTOTAL 108,000 CONTINGENCIES 21,600 BILL PREPARATION FEE 1,296 GROSS PROJECT COST 130,896 LESS COST PAID BY BNSF 0 TOTAL BILLABLE COST 130,896 Page 1 of 1 947 TIMOTHY J HUYA BNSF Railway Company Manager Public Projects II RAIL WAY (States of OK and TX) 4200 Deen Road Fort Worth Texas76106-3099 817-352-2902 817-352-2912 Fax Tim Huya@BNSF corn Exhibit E March 23, 2022 Morgan Early City of Pearland Project Manager Engineering & Capital Projects Pearland, TX 77584 Re Final Approval of Plans and Specifications dated/sealed July 20, 2021, drafted by Freese and Nichols, Inc (hereinafter called, the "Plans and Specifications") Dear Morgan. This letter serves as BNSF RAILWAY COMPANY's ("BNSF") final written approval of the Plans and Specifications covering the construction of the Bailey Road EASTBOUND overpass This final written approval is given to the City of Pearland ("Agency") pursuant to Article Ill, Section 1 of that certain Overpass Agreement between BNSF and Agency, dated March 23, 2022, which this Exhibit E is attached to and made a part thereof. If the Plans and Specifications are revised by Agency subsequent to the date set forth above, this letter shall no longer serve as final written approval of the Plans and Specifications and Agency must resubmit said Plans and Specifications to BNSF for final written approval. It is understood that the approvals contained in this letter do not cover, the approvals of plans and specifications for any falsework, shoring, and demolition that may be subsequently submitted to BNSF by the CITY or its contractor for approval BNSF has not reviewed the design details or calculations for structural integrity or engineering accuracy. BNSF accepts no responsibility for errors or omissions in the design of the project Regards, Lam . /?2 Timothy J Huya Manager Public Projects II 948 Exhibit F Grade Separations (FOR USE IN ANY C&M AGREEMENT FOR CONSTRUCTION OF AN OVERPASS OR AN UNDERPSS INITIATED BYA PUBLIC AGENCY) BNSF PROCESS REQUIREMENTS FOR DESIGN & CONSTRUCTION OF GRADE SEPARATION PROJECTS BY A PUBLIC AGENCY ON BNSF RIGHT OF WAY, WHICH IMPACT BNSF PROPERTYOR OPERATIONS 1 01 General 1 01 01 The Contractor must cooperate with BNSF RAILWAY COMPANY, hereinafter referred to as "Railway" where work is over or under on or adjacent to Railway property and/or right-of-way, hereafter referred to as "Railway Property", during the construction of the EASTBOUND overpass for BAILEY ROAD, DOT No. 023489P, at Railroad Milepost 7 78. 1 01 02 Definitions • Operationally Critical, (OC) defined as Work that requires a submittal and acceptance by BNSF, which impacts, or could impact BNSF operations, on BNSF right-of-way or adjacent to it • Acceptance: BNSF's response to plan submittals indicating a notice to proceed with work in the field, Disclaimer for Acceptance. *BNSF has reviewed these submittals and no exceptions are taken with regard to BNSF's ability to use or accommodate the project as intended BNSF has not reviewed the design details or calculations for structural integrity or engineering accuracy. BNSF accepts no responsibility for errors or omissions in the design or execution of the project • Inspector/Coordinator, (I/C) A third party consultant which BNSF hires to assist in the coordination of the project on BNSF's behalf When referenced, "I/C" refers to the I/C team consisting of I/C-I, I/C- II, and the Resident Engineer (RE) The I/C team's role is to ensure the project is constructed per accepted* plans and specifications for that portion of the project on BNSF right of way, as it affects BNSF The I/C will monitor construction activities to ensure that improvements used by BNSF meet all requirements of BNSF, and accommodate railroad operations 1 01 03 The following submittals and actions are required by BNSF prior to Operationally Critical, (OC) Work being performed on BNSF property or above tracks being operated by BNSF Railway. 2 01 Submittals and Actions Required During the Project Design Phase. 2 01 01 The Agency shall be the main contact for BNSF throughout the project Agency shall be included on all correspondence relating to BNSF 2 01 02 Required Design Submittals (Allow for 4 weeks for BNSF to review design submittals) Agency shall refer to the requirements of the UP/BNSF Guidelines on Grade Separation Proiects when designing a grade separation which will impact BNSF Railway. Agency will be required to submit plans for BNSF review and comment Plans shall not be labeled "final" until all comments have been addressed and BNSF has accepted* the plans Examples of required design submittals may be, but are not limited to Concept, vertical profile of Top of Rail, 30% plans and final plans 949 The following submittals will require a Professional Engineer, (PE) stamp. Overpass design Underpass design Hydraulic study Any non-standard design of a structure which will carry train loading Work covered by a submittal shall not be performed in field without receiving Acceptance from BNSF Work windows will not exceed 6 hours, so project should be designed accordingly The following Disclaimer applies to BNSF acceptance of Agency design plans *BNSF has reviewed these submittals and no exceptions are taken with regard to BNSF's ability to use or accommodate the project as intended BNSF has not reviewed the design details or calculations for structural integrity or engineering accuracy. BNSF accepts no responsibility for errors or omissions in the design or execution of the project I 3 01 Submittals and Actions Required During the Construction Phase 3 01 01 The Agency shall be the main contact for BNSF throughout the project Agency shall be included on all correspondence relating to BNSF BNSF will NOT accept submittals directly from the Agency's Contractor 3 01 02 BNSF will hire a consultant team to perform the duties of an Inspector/Coordinator, (I/C) on behalf of BNSF for the duration of the field construction of the project The cost of the I/C will be -- reimbursable to BNSF by the Agency or their Contractor BNSF requires the I/C team be involved in the project throughout the construction phase to represent BNSF The I/C has authority to remove a contractor's employee from BNSF property if that employee fails to comply with the BNSF safety policy, does not have proper PPE or otherwise ignores instructions regarding work on BNSF right-of-way. The I/C has authority to shut down work on BNSF right-of-way if the contractor works in a manner that is in violation of BNSF's safety policy or FRA regulations Anytime instructions to the contractor by BNSF or the I/C are not complied with, the project may be shut down All equipment and personnel will be removed from BNSF property until issues causing the shutdown are resolved to BNSF's satisfaction 3.01.03 Agency must hold a pre-construction meeting with contractor and BNSF prior to work beginning on BNSF property The Pre-Construction meeting shall not be held until 30 days after I/C has been selected — this allows time for the I/C to become familiar with the project. Recommend scheduling two weeks prior to construction commencing to allow for adjustment to work plans, if needed 3.01.04 Required Construction Submittals (Allow for 4 weeks for BNSF to review submittals) All submittals should flow from the Contractor to the Agency, to the I/C Consultant, to the BNSF Project Engineer, (PE), and to BNSF Structures with responses back through the same communication chain BNSF will not accept submittals directly from the Contractor 950 Any changes to the work governed by a submittal requires that the submittal be re-accepted* by BNSF before the work commences Examples of construction submittals required include but are not limited to Contractors Safety Action Plan, Fire Prevention Plan, Proposed Project Schedule, Demolition, Shoring, Falsework and Lifting of Materials. The following submittals will require a Professional Engineer, (PE) stamp- Critical Pick Plan (75% of capacity of crane, or multi-crane pick) Lifted Material Plan (Placement or Removal)—When lift is within temporary construction clearances and when list is within 25' of the centerline of the nearest track Demolition Plan Temporary Shoring Plan Bracing Design Plan (non-standard only per DOT) For overpasses, Agency shall submit as-built plans of the structure, including final clearance dimensions to the I/C Vertical clearance must be measured from the Top of Rail, horizontal clearance must be measured from the nearest track centerline. OPERATIONALLY CRITICAL WORK AND SUBMITTALS (4 to 6 weeks review timeline) All OC work requires a submittal and acceptance* by BNSF • Operationally Critical (OC) submittals are those that have the potential to affect the safe operation of trains and will need to be reviewed carefully. Work must be monitored to ensure it conforms to the submitted/accepted* plan • In-person safety review meetings will be required with BNSF representative, I/C, Contractor and Agency representative for all OC work and must be documented. The purpose of the meeting is to ensure all parties understand BNSF requirements and are following the applicable submittals When a track work window is required the meeting shall occur at least 48 hours in advance of work starting • Submittals must meet the requirements of the UP Railroad - BNSF Railway Guidelines for Railroad Grade Separation Projects Submittals must also follow the requirements outlined in BNSF Review Comment Sheets, Use of Cranes & Lifting of Materials Submittal Schedule, BNSF Guidelines for Preparation of Bridge Demolition & Removal Plan and the BNSF-UPRR Guidelines for Temporary Shoring. Some submittals are required to be sealed by a licensed professional engineer. a See Table 3-1 for Overhead Structures in UP Railroad - BNSF Railway Guidelines for Railroad Grade Separation Projects b See Table 3-2 for Underpass Structures UP Railroad - BNSF Railway Guidelines for Railroad Grade Separation Projects c Examples of OC submittals included in the above are i Shoring (Follow BNSF-UPRR Guidelines for Temporary Shoring) ii Falsework 951 iii Demolition (Need plans for substructure and superstructure Follow BNSF Guidelines for Preparation of Bridge Demolition & Removal Plan) iv Erection (overhead and underpass structures) v Construction Phasing Plans d. Additional OC submittals required, but not included in the Guidelines are i. All work plans that remove tracks from service (track outage windows require a detailed Gantt chart when greater than 2 hours) ii Contingency plans iii Additional OC submittals may be required on a project by project basis For underpasses and other railroad bridges, as required in Sections 4 11 and 4.12 of the UP Railroad - BNSF Railway Guidelines for Railroad Grade Separation Projects, a RE will be on site full-time during construction, at the cost of the project. At the discretion of the RE, as accepted by BNSF, an I/C-I or I/C-I1 maybe assigned for field duties where the work is not critical to ensuring the bridge is built to accepted project plans and specification • BNSF requires temporary and new track and railroad bridges be inspected by an FRA qualified BNSF employee prior to being placed into service. Two week advanced notice to BNSF structures department is required For underpasses, all pile driving records are to be provided within 3-days of driving to the BNSF PE • Agency shall submit an as-built survey of shoo-fly final alignments Alignments must conform to BNSF Shoo-fly procedures. 3.01.05 Prior to any work commencing on BNSF right of way Contractors C/C-1 or Right of Entry must be fully executed and their insurance must be approved before they can perform work on BNSF property Proof of Contractors insurance approval must be produced to the BNSF PE and the I/C 3 01 06 Contractor must adhere to all other BNSF policies and procedures not specifically mentioned in this agreement 952