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R2003-0041 03-10-03
RESOLUTION NO. R2003-41 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS, AWARDING A BID FOR THE CONSTRUCTION OF PEARLAND PARKWAY SOUTHBOUND LANES 3 AND 4 IN CONNECTION WITH THE MOBILITY AND DRAINAGE BOND PROGRAM. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section 1. That the City opened bids for construction services associated with the construction of Pearland Parkway Southbound Lanes 3 and 4, and such bids have been reviewed and tabulated. Section 2. That the City Council hereby awards the bid to W. W. Weber, in the amount of $3,287,590.74. Section 3. The City Manager or his designee is hereby authorized to execute a contract for the construction of Pearland Parkway Southbound Lanes 3 and 4. PASSED, APPROVED and ADOPTED this the 10th day of Narch ., A.D., 2003. ATTEST: SECRETARY APPROVED AS TO FORM: DARRIN M. COKER CITY ATTORNEY TOM REID MAYOR Freese Nichots, Inc. Engineers Environmentat Scientists Architects 2010 East Broadway February 27, 2003 FNI 02-110 Pear[and, TX 77581-5502 281/485-2404 281/485-4322 fax www.freese.com Mr. Joe Wertz Proj ects Director City of Pearland 3519 Liberty Drive Pearland, Texas 77581 -Re: Pearland Parkway (Southbound Lanes) Bid No. B 2003-033 Dear Joe: On February 26, 2003, five (5) bids were opened for the referenced project. Bids were checked and tabulated. The low bidder is W. W. Webber, Inc. (formerly Champagne-Webber, Inc.), with a total bid of $3,287,590.74. The low bidder had $57,100 math error in his bid, bringing down the total bid to the above figure. Enclosed are ten (10) copies of the tabulation sheet. W. W. Webber, Inc. has experience in construction of this type of project. They are pre-qualified to construct TxDOT type projects which this project is similar to. They currently have the Pearland Parkway-Northbound Lanes contract. They also previously worked with the City on the McHard Road Overpass project. We recommend award of the referenced project to W. W. Webber, Inc. Texas, 14333 Chrisman Road, Houston, Texas 77039, (281) 987-8787. One copy of TxDOT's pre-qualification approval and other documents are enclosed. We are looking forward to the successful implementation of this project. Please call me if I can be of service to you. Sincerely, Mehran (Ron) Bavarian, P. E. Associate Houston Area Manager MB:plp Enclosure T: PRL02110\Wcrtz. doc CITY OF PEARLAND, TEXAS U003 e ORIGINAL SPECIFICATIONS AND CONTRACT DOCUMENTS FOR CONSTRUCTION OF PEARLAND PARKWAY (SOUTHBS UND LANES) ,000' NCDIdTiI OF BROADWAY (FM 518) TO BELTWAY 8 STA. 14+65 TO 88+00 AND STA. 116+00 TO 186+00 B2003-033 RICLI ARD rrE FE! s poccarnrcfpser NO. I CHARLES VIKTORIN POSITION NO. 3 BILL EI EN CITY MANAGER JANUARY 2003 TOM REID MAYOR COUNCIL MEMBERS F= RE ESE • NICHOLS FNI 02-110 WOODY OWENS POSITION NO. 2 LARRY MARCOTT POSITION NO. 4 KLAUS SEEGER POSITION NO. 5 YOUNG L:ORFING CITY SECRETAR 1' CITY OF PEARLAND, TEXAS SPECIFICATIONS AND CONTRACT DOCUMENTS FOR CONSTRUCTION OF PEARLAND PARKWAY (SOUTHBOUND LANES) 1,000' NORTH OF BROADWAY (FM 518) TO BELTWAY 8 STA. 14+65 TO 88+00 AND STA. 116+00 TO 186+00 B 2003 - 033 JANUARY 2003 Freese & Nichols, Inc. 2010 Broadway Pearland, Texas 77581 (281) 485-2404 Prepared by: Lockwood, Andrews & Newnam 2925 Briarpark Drive Houston, Texas 77042 (713) 266-6900 FNI 02-110 CITY OF PEARLAND CONTRACT DOCUMENTS AND TECHNICAL SPECIFICATIONS FOR CONSTRUCTION OF PEARLAND PARKWAY (SOUTHBOUND LANES) 1,000 NORTH OF BROADWAY (FM 518) TO BELTWAY 8 STA. 14+65 TO 88+00 AND STA. 116+00 TO 186+00 B 2003 - 033 TABLE OF CONTENTS A. NOTICE TO BIDDERS B. INSTRUCTIONS TO BIDDERS C. PROPOSAL D. STANDARD FORM OF AGREEMENT BETWEEN OWNER AND CONTRACTOR E LABOR CLASSIFICATION AND MINIMUM WAGE SCALE F. GENERAL AND SPECIAL CONDITIONS G. GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS - GENERAL PROVISIONS, CONDITIONS, & SPECIFICATIONS TO THIS CONTRACT - SPECIAL PROVISIONS - STANDARD SPECIFICATIONS The TxDOT Standard Specification for Construction of Highways, Streets and Bridges, dated March 1, 1993 shall govern this project. - SPECIAL SPECIFICATIONS • Wide Flange Terminal Anchorage System • Temporary Erosion, Sedimentation and Water Pollution Prevention and Control • Temporary Sediment Control Fence • Construction Exits • Landscape Planting • Landscape Irrigation APPENDIX "A" APPENDIX "B" GEOTECHNICAL REPORT CORPS OF ENGINEERS PERMIT SECTION A NOTICE TO BIDDERS NOTICE TO BIDDERS CITY OF PEARLAND, TEXAS BID NO. B 2003-033 Sealed bids will be received, in duplicate, marked "PEARLAND PARKWAY (SOUTHBOUND LANES): 1,000' NORTH OF BROADWAY (FM 518) TO BELTWAY 8, B 2003-033 in the office of the Purchasing Officer, the City of Pearland, City Hall, 3519 Liberty Drive, Pearland, Texas 77581, until 3:00 p. m., February 26, 2003 at which time they will be publicly opened and read aloud for the furnishing of PEARLAND PARKWAY (SOUTHBOUND LANES) 1,000' NORTH OF BROADWAY (FM 518) TO BELTWAY 8 STA. 14+65 TO 88+00 AND STA. 116+00 TO 186+00 B 2003-033 This project will entail: Construction of approximately 44,389 SYof 9" jointed reinforced concrete pavement (by slipform paver only), 12" lime stabilized subgrade, 2,428 CY embankment, 24,500 SF of bridge, 125 LF 18" RCP thru 30 'RCP storm sewer, stage II inlets, landscaping and irrigation, electrical conduit, pollution prevention, signage and pavement marking, etc. Infoiuiation and Bid Documents: Copies of Contract Documents and Technical Specifications and Plans are on file at the following locations for review: City of Pearland City Hall, Purchasing Department 3519 Liberty Drive Pearland, Texas 77581 A - 1/2 (281) 652-1600 AGC of Texas 2400 Augusta, Suite 180 Houston, Texas 77057 Dodge Reports 3131 Eastside, Suite 300 Houston, Texas 77098 (713) 334-7100 (713) 529-4895 These documents may be examined without charge at the above locations. Bidders may obtain a complete set of the Contract Documents, Special Provisions to Specifications and Plans from Freese and Nichols, Inc., 2010 Broadway, Pearland, Texas 77581, upon request and an amount of $125.00 per set. No partial sets will be issued. There will not be any refund for plan sets. No bid may be withdrawn or terminated for a period of sixty (60) days subsequent to the opening date without the consent of the City of Pearland. Bidder's Bond, Cashier's Check or Certified Check payable to the City of Pearland in the amount of 5% of the total bid price must accompany each proposal. The City of Pearland reserves the right to reject any or all bids, or to accept any bid deemed advantageous to it. The successful bidders must furnish Perfoiuiance, Payment, and Maintenance Bonds as required by law (Article 5160, Vernon's Texas Civil Statutes, as amended) upon an acceptable faun 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 on the current list of "Treasury Department Circular No. 570", payable to the City of Pearland, Texas. Contractor must certify that his firm or subcontractor does not and will not maintain any facilities he provides for his employees in a segregated manner, or pelruit his employees to perform their services at any location under his control where segregated facilities are maintained. A mandatory pre -bid conference will be held at 3:00 p.m., February 19, 2003 at City Hall. Attendance is required to qualify for consideration of award of contract. Date Gordon Island Purchasing Officer SECTION B INSTRUCTIONS TO BIDDERS INSTRUCTION TO BIDDERS Receipt of Bids: Bids will be received until 3:00 p.m., February 26, 2003, in the office of the Purchasing Officer, under conditions set forth in the published Notice to Bidders. Information and bidding documents are obtainable from the Purchasing Officer under conditions set forth in the published Notice to Bidders. Discrepancies and Interpretation: Notify the City Engineer and Freese and Nichols, Inc. in writing at least five (5) days prior to bid date if discrepancies, ambiguities, or omissions are found in the Specifications or Drawings or if further information or interpretation is desired. Answers will be given in writing to all Bidders in addendum form. All provisions and requirements of such addenda will supersede or modify affected portions of Specifications or Drawings. All addenda will be incorporated in and bound with the contract documents. No other explanation or interpretation will be considered official or binding. Mailing Procedure: Submit Proposal and Bid Check or Bond in an opaque sealed envelope. Identify the envelope with the project name and the name and mailing address of the Bidder. Proposals may not be modified after submittal. Bidders may withdraw Proposal at any time prior to the advertised bid opening time but may not resubmit a Proposal once it has been withdrawn. Proposals received after the advertised time set for opening will be ineligible and will be returned unopened. Proposal: Submitted Proposal shall be based on conditions at the project site, the Specifications, the Drawings and any addenda to Specifications and/or Drawings issued prior to opening of bids. Authoritatively execute and submit bid Proposal form furnished with the Bid Documents to insure complete uniformity of wording. Proposal showing omissions, alterations of wording, conditional bids, or carrying riders or qualifications which modify the proposal as submitted will be rejected as irregular. Submit Proposal in duplicate. Two copies of the Proposal forms which are not bound in the B-1/4 Specifications are furnished for the Bidders use in submitting his bid. The Proposal Form bound in the Specifications is for the Bidder's information and is not to be completed. Each bidder shall submit only one Proposal; if two or more Proposals are submitted by any bidder, either in one envelope or in separate envelopes, then such Proposals will be subject to rejection. Proposal amounts may not be amended or modified in any manner after the time set for bid opening in the published invitation to Bidders. Under no circumstances will the bidder be permitted to alter his bid after it has been read. The City of Pearland reserves the right to reject any or all Proposals submitted, or to award the Contract to the Bidder who, in the City's opinion, offers the most advantageous proposal for the purpose intended. Financial Statement: The bidder will be required by the Owner to furnish a financial statement. Proposal Guaranty: A Certified or Cashier's Check on a State or National Bank in the State of Texas, or a Bidder's Bond from an acceptable Surety Company authorized to transact business in the State of Texas, in the amount of not less than five percent (5%) of the greatest total amount of the Bidders' Proposal, payable without recourse to the order of the City of Pearland must accompany each proposal as a guarantee that if awarded the Contract, the bidder will promptly enter into Contract and execute Performance and Payment Bonds on the forms provided. Should the successful Bidder fail to execute Contract and Bonds within fifteen (15) days after notifications of award of Contract, said check or bidder's bond shall become the property of the Owner as set forth in Paragraph 2.05 of the General Conditions of Agreement. Qualifications of Bidder: The Owner will make such investigations as he deems necessary to determine the ability of the Bidder to perform the work, and the Bidder may furnish to the Owner all such information and data for this purpose as the Owner may request. The owner reserves the right to reject any bid if the evidence submitted by, or investigation of, such bidder fails to satisfy the Owner that such bidder is properly qualified to carry out the obligations of the contract and to complete the work contemplated therein. B-2/4 Performance and Payment Bonds: The successful bidder to whom the Contract is awarded will be required to furnish a Perfoitnance Bond and Payment Bond, as set forth in Paragraph 2.04 of the General Conditions of Agreement. Bond forms bound in the Specifications are included as information to the Bidder. Insurance: Before starting work, the successful bidder to whom the Contract is awarded will be required to obtain insurance coverage as set forth in Paragraph 2.07 of the General Conditions of Agreement. Site Investigation: Examination of project site, existing structures and adjacent property and familiarizing himself with existing conditions before he prepares and submits his Proposal is the responsibility of each bidder. After investigating the project site and comparing the Drawings and Specifications with the existing conditions, immediately notify the Engineer of any conditions, for which requirements of labor and material are not clear, or about which there are questions regarding the extent of the work involved Should the successful Bidder fail to make the required investigation and should a question arise later as to the extent of the work involved in any particular case, then the decision shall be made by the Engineer as to proper interpretation of the Specifications and Drawings. It is understood that full and complete allowance for conditions under which the Contractor will be required to operate, or that will in any manner affect work under this Contract is included in the Bidder's Proposal and in the Contract Amount. Contract and Contract Form: The Contract faun bound in the Specifications is included as information to the Bidder. It is not to be used in submitting a Proposal The Owner agrees that the award of the Contract if awarded, will be within fifteen (15) days after date of opening bids unless otherwise stated in the proposal. State Sales Tax: The Owner qualifies foi exemption from the State and Local Sales Tax pursuant to the provisions of Article 10.04 (F) of the Texas Limited Sales, Excise and Use Tax Act. The Contractor performing this Contract may purchase all materials, supplies, equipment consumed in the perfoiniance of this Contract by issuing to his suppliers an exemption certificate in lieu of the tax, said exemption certificate complying with State Comptroller of Public Accounts Ruling No. 95-0.07. Any such exemption certificate issued by the Contractor in lieu of the tax shall be subject to the provision of the State Comptroller of Public Accounts Ruling No. 95-0.09 as amended to be effective October 2, 1968. Schedule of Minimum Wage Rates: The Contractor shall comply with the current prevailing wage laws and regulations. The minimum wages to be paid on this project shall be in accordance with classification and wages set forth in Section E. Safety and Health Requirements: The Contractor shall comply with all requirements of the Safety and Health Regulations for construction and any other applicable sections of the Williams -Steiger Occupational Safety and Health Act of 1970 as well as other applicable Local, State and Federal Regulations. Neither the City of Pearland or the Director of Public Works will be responsible for advising the Contractor of specific requirement, nor for enforcing any requirements of the Occupational Safety and Health or other related Act. Utility Service for Construction: Water and other temporary utility services for construction purposes will be the Contractor's responsibility and at his expense. Required Peiuiits: The Contractor shall be responsible to secure any required peimit from local, state, and federal government. This project is subject to conditions of a Corps of Engineers Permit, attached in Appendix "B". SECTION C PROPOSAL CONSTRUCTION OF PEARLAND PARKWAY (SOUTHBOUND LANES) 1,000 NORTH OF BROADWAY (FM 518) TO BELTWAY 8 STA. 14+65 TO 88+00 AND STA. 116+00 TO 186+00 B 2003-033 BID PROPOSAL (Submit in Duphcate) Dated: Z-Z4€2 of The Honorable Mayor and Council City of Pearland 3519 Liberty Drive Pearland, Texas 77581 Gentlemen: Pursuant to the published Notice to Bidders, the undersigned bidder hereby proposes to do 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 included under the General Contract for the construction of approximately 44,389 SY of 9" jointed reinforced concrete pavement (by shpform paver only), 12" lime stabilized subgrade, 2,428 CY embankment, 24,500 SF of bridge, 125 LF 18" RCP thru 30" RCP storm sewer, stage II inlets, landscaping and irrigation, electrical conduit, pollution prevention, pavement marking and signage etc. with all related appurtenances, complete, tested and operational, in accordance with the plans, and specifications prepared by the Engineer, Freese & Nichols, Inc - Lockwood, Andrews and Newnam, Inc. under the City of Pearland's inspection for the unit prices set forth on the attached bid sheet which bears our signature for identification. It is understood that in the event any changes are ordered made in any part of the work, the unit pnces bid shall apply as additions to or deductions from the total prices for the parts of the work so changed. The bidder binds himself upon acceptance of his proposal to execute a contract and furnish performance bond and payment bond each in the amount of one hundred percent (100%) of the total contract price, according to the specified forms within fifteen (15) days after notification of award of contract, for performing and completing the said work within the time stated, and furnishing a satisfactory maintenance bond indemnifying the Owner against defective workmanship and material for a penod of one (1) year. The undersigned bidder agrees to commence work within ten (10) days after the date of a written notice to commence work. It is understood and agreed that the Contractor shall complete the entire project within 210 calendar days (liquidated damages or early -completion bonus at $500 per calendar day). Time for completion shall begin as stated upon the issuance of the notice to commence work CITY OF PEARLAND S OUTHBOUND LANES PEARLAND PARKWAY EXTENSION 1000' NORTH OF BROADWAY(FM518) TO BELTWAY 8 BID B 2003-033 P RL 02.110 S ECTION "A" - ROADWAY BEM DESCRIPTION Mobilization 9 UNIT BID QUANTITY UNIT PRICE AMOUNT Right-of-way Preparation Remove Conc. Curb Remove Conc. Flume Remove Stab Base and/or Asph Pav (CI 2)(3") Remove Old Struct (Pipe) Excavation Embankment (Dens. Cont.) Furnish & Place Top Soil (CI 2)(4") Block Sodding Fertilizer Vegetative Watering Flex. Base, Complete in Place (Ty A) (Gr 2)(CI 5)(12") Lime Treatment Subgr.(Dens. Cont.)(12") Lime (Ty A) Hot -Mix Asphaltic Concrete (Ty D) Concrete Pavement (Jointed Reinf.)(9") (Slipform Paver only) 6" Conc Paved Driveway wl 6" curb Mono. Curb (6") Wide Flange Terminal Anchorage including cone, reinf.,wide flange beam and cem trtd base. Barricades, Signs, & Traffic Handling Concrete Sidewalk 4" Steel Electrical Conduit SUBTOTAL SECTION "A" LS AC LF LF SY LF CY CY SY SY TN MG SY SY TN TN SY SY LF LS MO SY LF 1 2.55 643 850 108 55 18,320 2,428 34,823 34,828 8.00 3,25,6d0. ©,05 a., • kilo 0 • `$ Ego, es 0,05 5 of 1Q,lio• 322 140 50,521 1,363.9 15.4 040 30 0 ta•-� 1 0)8416. 0 1093•4 W400. �,oa5• !• I) 940 5O,,a1-° q1. 44,389 59 27,496 150. % P30 1a4,11 l.% 1 568 13,863 a. 0 2)v65• c5fr 5•4,99a . 914. 000 • 1 04j5bo. 13432 . 1 W6,354• °• b` ZI. $ 4.9- C-3110 SECTION "B" - SIGNAGE & PAVEMENT MARKING ITEM NO. 1 2 3 1TtM DESCRIPTION Small Rdsd. Sign Assembly (Ty A) Large Roadside Sign Support (Struct Stl) Overhead Sign Support (35 Ft Cantilever)(21 Ft Ht) UNIT 4 Aluminum Signs (Type 0) 5 Fdn for Large Rdsd Sign Support (12" Drilled Shaft) 6 Drilled Shaft (54") 7 Remove Small Roadside Sign Assemblies 8 Relocate Small Rdsd Sign Assemblies 9 Refl. Pay. Mrk. Ty I(W)(4")(Sld) 10 Refl. Pay. Mrk. Ty I(W)(4")(Bkn) 11 Refl. Pay. Mrk. Ty I(W)(8")(Sld) 12 Refl. Pay. Mrk. Ty I(W)(12")(Sld) 13 Refl. Pay. Mrk. Ty I(W)(24")(Sld) 14 Refl. Pay. Mrk. Ty I(Y)(4")(Sld) 15 Refl. Pay. Mrk. Ty I(W)(Word) 16 Refl. Pay. Mrk. Ty i(W)(Arrow) 17 Refl. Pay. Mrk. Ty 11(W)(4")(SId) 18 Refl. Pay. Mrk. Ty II(W)(4")(Bkn) 19 Refl. Pay. Mrk. Ty 11(W)(8")(S1d) 20 Refl. Pay. Mrk. Ty 11(W)(12")(Sid) 21 Refl. Pay. Mrk. Ty 11(W)(24")(S1d) 22 Refl. Pay. Mrk. Ty II(Y)(4")(S1d) 23 Refl. Pay. Mrk. Ty II(W)(Word) 24 Refl. Pay. Mrk. Ty 11(W)(Arrow) EA LBS EA SF LF LF EA EA LF LF LF LF LF LF EA EA LF LF LF LF LF LF EA EA BID QUANTITY 14 344 UNIT PRICE AMOUNT 4,322•5-°=' ��O�Ja�•i 2, 407 7 44 31 11 740 29,394 1,770 1,214 3,loa.co ail • % ons d q3b. e� ID0• 3)0Q•i a,53©• 17'. Os- coati 11, 0511 •-' o. �g 8219 • 95 a • r 4% 3Qo.°' 200 12 8 740 29,394 1,770 1,214 G5 00 rngo. off. 65.DP' 5;10•°% 95 200 0.Pi la3 LoisellAs �956.% J90.ois 12 ©•!y .28 8 3to • 02 o• C-4/10 SECTION "B" - SIGNAGE & PAVEMENT MARKING ITEM NO. ITLM DESCRIPTION 25 Raised Pvm't Mrkr CI B (Refl) TY II-C-R 26 Raised Pvm't Mrkr CI B (Refl) TY I-C 27 Eliminate Exist. Pay. Mrk. & Mrkr.(4") 28 Eliminate Exist. Pay. Mrk. & Mrkr.(8") tt 29 Eliminate Exist. Pay. Mrk. & Mrkr.(12") 30 Eliminate Exist. Pay. Mrk. & Mrkr.(24") 31 Eliminate Exist. Pay. Mrk. & Mrkr.(Raised Pav Mrkr) 32 Pay. Surf. Prep. for Mrks. (Blast Clean)(4") 33 Pay. Surf. Prep. for Mrks. (Blast Clean)(8") 34 Pay. Surf. Prep. for Mrks. (Blast Clean)(12") 35 Pay. Surf. Prep. for Mrks. (Blast Clean)(24") 36 Pay. Surf. Prep. for Mrks.(Blast Clean)(Word) 37 Pay. Surf. Prep. for Mrks.(Blast Clean)(Arrow) SUBTOTAL SECTION "B" UNIT EA EA LF LF LF LF EA LF LF LF LF EA EA BID QUANTITY 799 134 57,80 1,62 1,02 11 1,2 30,2941 1,770 1,21 4 5 2 8 UNIT PRICE ago o• 8° ©•10 ©•Po ©.1° 15 AMOUNT 2, / 1t0•9) q'9t °° 0 l,,,yy• gge 391•° 180. C-5110 SECTION "C" - DRAINAGE ITEM DESCRIPTION UNIT BID QUANTITY 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 Sewer Excavation Cement Stabilized Backfill Trench Excavation Protection Reinf. Conc. Pipe(CI III)(181 Reinf. Conc. Pipe(CI I11)(241 Reinf. Conc. Pipe(CI 111)(30") Inlet (Stage I)(Ty C) Inlet (Stage II)(Ty C) Inlet (Compl)(Ty C)(Ext) Adjust Manhole Temp Sed Cont Fence Temp Sed Cont Fence(Rem & Repi) Temp Sed Cont Fence(Remove) Rock Filter Dam (TY 2) Rock Filter Dam (TY 2)(Rem & Repl) Rock Filter Dam (TY 2)(Remove) Construction Exit Type 1 SUBTOTAL SECTION "C" CY CY LF LF LF LF EA EA EA EA LF LF LF LF LF LF SY 51 16 55 UNIT PRICE AMOUNT 048 • 30 • Lisp, 70 55. eati- 45 10 1 28 7 2 17,585 17,585 17,585 140 140 140 90 35 ,2Jaa©." 1) 000 • i 5,250,e 35;rio,95' �1000, v�- 33,off ij,2oo.a T7J5• /5%235% C-6110 SECTION "D" - BRIDGE ITEM NO. 1 2 3 4 5 6 7 8 9 ITEM DESCRIPTION Drilled Shaft (18") Drilled Shaft (36") Class "C" Concrete Abutment 10 11 12 Class "C" Concrete Bent Reinf. Conc. Slab Prestressed Concrete Beam (Ty IV) Concrete Surface Treatment Traffic Rail Type T501 Combination Rail Type C502 Pedestrian Rail Type PR1 Sealed Expansion Joint (4") 13 3" Welded steel water pipe attached to the bridge including support brackets, 2 flexible couplings coating, steel-pvc pipe adaptors, fittings, etc. 4" Welded steel street light conduit attached to the bridge including support brackets SUBTOTAL SECTION "D" UNIT LF LF CY CY SF LF SY LF LF LF LF LS LS BID QUAD 64 1,242 45.4 171.9 24,500 3,488.33 2,723 734 700 700 UNIT PRICE AMOUNT Coo 132.4 1 55. o l I Q9, 87. 0' 20%299.8% 1 8,35o. 1 0) coo fts ©�WO.r 10)000 /s p0 �©)pos. t ,t386. g% 1 C-7f10 SECTION "E" - LANDSCAPE & IRRIGATION ITEM NO. ITEM DESCRIPTION 1 ! Lagerstroemia x 'Acoma', 45 gallon 2iLagerstroemia x `Bashams Pink', 45 gallon 3Lagerstroemia indica 'Catawba', 45 gallon 4jLagerstroemia x Tuscarora', 45 gallon 5 Quercus macrocarpa, 65 gallon 6tQuercus shumardii,65 gallon 7iQuercus virginiana,65 gallon 8,Quercus michauxii, 65 gallon 9 Ulmus crassifolia, 65 gallon 10; Rain Bird rotary T40 w/ nozzle 11 Rain Bird spray 1804 w/nozzle 12,1.5" Irritrol 100 series elec valve with Irritrol E2002 latching solenoid and valve box UNIT 13',2" Irritrol 100 series elec valve with Irritrol E2002 latchin' solenoid and valve box 14 2" Irritrol 100 series elec valve with Irritrol std solenoid and valve box 15 2" Bronze gate valve with valve box 16 2 5" Bronze gate valve with valve box 17 Irritrol IBOC-8 Plus controller with pedestal 18 #14 control wire 193/4" PVC pipe,fittings,trenching 20 1" PVC pipe,fittings,trenching 21' 1.25" PVC pipe,fittings,trenching 22' 1.5" PVC pipe,fittings,trenching 23'' 2" PVC pipe,fittings,trenching 242.5" PVC pipe,fittings,trenching SUBTOTAL SECTION "E" EA EA EA EA EA EA EA EA EA EA EA EA EA EA EA EA EA LS LS LS LS LS LS LS BID QUANTITY UNIT PRICE AMOUNT 45 31 37 1 2 5 7 379 1,610 49 45 11 .40 00 ✓8���n es. ov o0 ,0'15 0 0 r 1 LOP 5'. 1937700, 1,051 5;685•° %3V5.°° 550. Coo, >,5-4n 4,5o0•°. 2f200 2j000 .0- 0 t9 zi��y° 3 SECTION "F' - EXTRA WORK To be done where authorized by the Engineer and in quantities authorized. Contractor shall provide unit prices ONLY for these items. ITEM NO. ITEM DESCRIPTION UNIT BID QUANTITY 1 2 3 4 5 Extra Labor (unskilled) Extra Labor (skilled) Extra Excavation (machine) Extra Concrete, all Classes with all Form work, Complete in Place 6 7 8 9 10 11 12 13 14 15 16 17 Extra Reinforcing Steel, all sizes, Complete in Place Extra Cement Stabilized Sand Backfill Flagman Well Pointing #14 control wire #12 control wire 3/4" PVC pipe,fittings,trenching 1" PVC pipe,fittings,trenching 1.25" PVC pipe,fittings,trenching 1.5" PVC pipe,fittings,trenching 2" PVC pipe,fittings,trenching 2.5" PVC pipe,fittings,trenching Extra Ductile Iron Fittings SUBTOTAL. SECTION "F" Man Hr Man Hr CY CY LBS CY HR LF LF LF LF LF LF LF LF LF TN adad alma +- UNIT PRICE AMOUNT vo p05-60 `10, )j06 n 1 • i' 2 • 0 3 • %' i•. 1 )000, nn AO $100,000.00 C-9110 BID SUMMARY SECTION "A" SECTION "B" SECTION "C" SECTION "D" SECTION "E" SECTION "F" ATTEST: litiekbe Vic Secretary of Corporation 0 $ 140,10, , coQ 1533 35+.-5--° ,e9-68,6cerefr° o)esc $100,000.00 3, z 071 90?-4-- --0, 14 TOTAL BASE BID BIDDER: B .�� De • BY: ADDRESS: /Ve: g ggitisa4,44.2 x v TELEPHONE' Ate taa s •(Corporate seal if Bidder is Corporation) �'..0 i • v . Receipt and Acknowledgement of the following frdiltp\#tHNICAL SPECIFICATIONS and PLANS are hereby made: /44,57e 71C 770 39 28/- 9.97-0797 DATED: Z 2•49 -d? Addendum No. Dated: Addendum No. Dated: Addendum No. Dated: STATEMENT OF MATERIALS AND OTHER CHARGES Pursuant to the Texas State Tax Code, contracts must be separated for materials to be exempt from the sales tax. The following information is provided to qualify as a separate contract. Materials Incorporated into the Project: All Other Charges: Total: C- 10110 SECTION D STANDARD FORM OF AGREEMENT AGREEMENT BETWEEN OWNER AND CONTRACTOR ON THE BASIS OF A STIPULATED PRICE THIS AGREEMENT is dated as of the \ day of in the year 2003 by and between the City of Pearland, Texas (hereinafter called OWNER) and W. W. Webber, Inc. (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 the Contract Documents. The Work is generally described as follows: PEARLAND PARKWAY (SOUTHBOUND LANES) 1,000 NORTH OF BROADWAY (FM 518) TO BELTWAY 8 STA. 14+65 TO 88+00 AND STA. 116+00 TO 186+00 B 2003 - 033 Article 2. ENGINEER. The Project has been designed by Freese and Nichols - Lockwood, Andrews & Newnam who is hereinafter called ENGINEER and who is to act as OWNER S representative, assume all duties and responsibilities and have the rights and authority assigned to the 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 completed within 180 calendar days from the date when the Contract Time commences to run as provided in the General Conditions, and completed and ready for final payment in accordance with the General Conditions within 210 calendar days from the date when the Contract Time commences to run. Contract time will commence as indicated upon the issuance of the Notice to Commence work. 3.2. Bonus for Early Completion Upon demonstration of Final Completion, before the expiration of 210 calendar days, the Contractor shall be additionally compensated at an amount of $500.00 per day for every remaining calendar day not used of the contract. Such amount shall be a bonus and shall be added to the contract in addition to all other bid item amount earned under the terms of the construction documents. Final completion as used herein shall not be construed as ' substantial completion". All payments, waivers and 1 releases must have been made and executed; and a Certificate of Final Completion must have been issued by Walsh/Freese& Nichols, Inc., or their assigns or successors. 3.3. 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 above, plus any extensions thereof allowed in accordance with the General Conditions. They also recognize the delays, expense and difficulties involved in proving in a legal or arbitration proceeding 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 Five Hundred Dollais ($500.00) for each day that expires after the time specified 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 Contract Time or any proper extension thereof granted by OWNER, CONTRACTOR shall pay OWNER Five Hundred Dollars ($500.00) for each day that expires after the time specified above for completion and readiness for final payment. Article 4. CONTRACT PRICE. 4.1 OWNER shall pay CONTRACTOR for completion of the Work in accordance with the Contract Documents in current funds as follows: Article 5. PAYMENT PROCEDURES. CONTRACTOR shall submit Applications for Payment in accordance with the General Conditions. Applications for Payment will be processed by ENGINEER as provided m the General Conditions. 5.1. Progress Payments. OWNER shall make progress payments on account of the Contract Price on the basis of CONTRACTOR'S Applications for Payment as recommended by ENGINEER, on or about the close of business on 25th day of each month during construction as provided below. All progress payments will be on the basis of the progress of the Work measured by the schedule of values established in the General Conditions (and in the case of Unit Price Work based on the number of units completed) or, in the event there is no schedule of values as provided in the General Requirements. Pay estimates must be in and approved by the first day of each month. 5.1.1. Prior to Substantial Completion, progress payments will be made in an amount equal to the percentage indicated below, 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. 2 95% of Work completed. 95% of materials and equipment not incorporated in the Work (but deliver ed, suitably stored and accompanied by documents satisfactory to OWNER as provided in the General Conditions). 5.2 Final Payment. Upon final completion and acceptance of the Work in accordance with the General Conditions, OWNER shall pay the remainder of the Contract Price as recommended by ENGINEER. Article 6. OMITTED 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 itself 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 reports of explorations and test of subsurface conditions and drawings of physical conditions, and accepts the determination set forth in such reports and drawings upon which CONTRACTOR is entitled to rely. 7.3. CONTRACTOR has obtained and carefully studied (or assumes responsibility for obtaining and carefully studying) all known reports, studies and drawings 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 as CONTRACTOR considers necessary for the performance or furnishing of 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, investigation, explorations, tests, reports, studies or similar infoijuation or data are or will be required by CONTRACTOR for such purposes. 7.4. CONTRACTOR has reviewed and checked all information and data shown or indicated on the Contract Documents with respect to existing Underground Facilities at or contiguous to the site and assumes responsibility for the accurate location of said Underground Facilities. No additional examinations, investigations, explorations, tests, reports, studies or similar information or data in respect of said 3 Underground Facilities are or will be required by CONTRACTOR in order to perform and furnish the Work at the Conti act Price, within the Conti act Time and in accordance with the other terms and conditions of the Contract Documents. 7.5. CONTRACTOR has correlated the result 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 disciepancies that he has discovered in the Contract Documents and the written resolution thereof by ENGINEER is acceptable to CONTRACTOR. Article 8. CONTRACT DOCUMENTS. The Contract Documents which comprise the entire agreement between OWNER and CONTRACTOR concerning the Work consist of the following: 8.1. This Agreement (pages 1 to 6 , inclusive). 8 2 Exhibits to this Agreement (pages 1 to 10 inclusive). (Contractor's Bid Proposal). 8.3. Performance and other Bonds, and Certificate of Insurance. 8.4. Proof of Insurance. 8.5. Notice of Award. 8.6. Specifications and Drawings bearing the title Pearland Parkway (Southbound Lanes), - B 2003-033 as listed and included therein 8.7. The following which may be delivered or issued after the Effective Date of the Agreement and are not attached hereto All Written Amendments and other documents amending, modifying, or supplementing the Contract Documents pursuant to the General Conditions. 8.8. The documents listed in paragraphs 8.2 et. seq. above are attached to this agreement (except as expressly noted otherwise above). 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. 4 Article 9. MISCELLANEOUS. 9.1. Terms used in this Agreement which are defined in 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 representatives 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. Article 10. OTHER PROVISIONS. None. (SEE NEXT PAGE) IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in triplicate One counterpart each has been delivered to OWNER, CONTRACTOR and ENGINEER All portions of the Contract Documents have been signed or identified by OWNER and CONTRACTOR or by ENGINEER on their behalf This Agreement will be effective on N O \ 10 , 2003 OWNER City of Pearland, Texas BY City Manager [CORPORATE SEAL] Attest Address for giving notices 3519 Liberty Drive Pearland, Texas 77588 Telephone 281-652-1600 (If OWNER is a public body, attach evidence of authority to sign and resolution or other documents authorizing execution of Agreement.) 6 CONTRACTOR W. W. Webber, Inc. J•f [CORPO Attest Ply Address for giving notices 14333 Chnsman Road Houston, Texas 77039 License No. N/A Telephone No. 281-987-8787 Agent for service of process: Charles Burnett (If CONTRACTOR is a corporation, attach evidence of authority to sign.) Maintenance Bond KNOW ALL MEN BY THESE PRESENTS, That we Houston, TX, 77039 Bond No. 35BCSCB6900 W.W. Webber Inc., 14333 Chrisman, • s Principal, and Hartford Fire Insurance Company , a Surety Corporation organized under the laws of the State of Connecticut and duly authorized to do business in the State of _ Texas , as Surety, are held and firmly hound unto City of Pearland Texas ,1;,Ilk Lite _ .. I .-27581 as Obligee, in the penal sum of THREE MILLION TWO HUNDRED FIGHTY-StVEN,THOUSANDFIVE HUNDRED NINETY AND 74/100THS $$%287,590.74 to which payment well and truly to be made we do bind ourselves, our and each of our heirs, executors, administrators, successors and assigns jointly and severally, firmly by these presents. Sealed with our seals and dated the 1st day of April, 2003 . WILEREAS, the said Principal entered into a contract with the City of Pearland Texas dated for Pearland Parkway (Southbound Lanes) 1,000' North of Broadway (FM 518) to Beltway 8 STA 14+65 to 88+00 and STA 116+00 To 186 + 00 WHEREASsaid contract provides that the Principal will furnish a bond conditioned to guarantee lbr the period of One 0) . year(s) after approvalof the final estimate on said job, bpthe owner, against all l defects in workmanship and materials which may become apparent during said period, and WHEREAS, the said contract has been completed, and was approved on NOW, TIWREFORE, 'nIE CONDITION OFF THIS OBLIGATION IS SUCH. that, if the Principal shall indemnify the Obligee for all loss that the Obligee may sustain by reason of any defective materials or workmanship which become apparent during the period of . ne (1) years from and after Date of final acceptance then this obligation shall be void, otherwise to remain in full force and effect. IN WITNESS • t D' • F the said Principal and Surety have caused these presents to be signed and their seats to be hereunto affixed the day and year first above written. ``1������i<<�ii�iwo�1i e%'I .... •..•••� .k ,fels.- .� • •• • • — �- • • .r 'We • • ... j� ' w #�► .. �• b...• •' 1 •• • i/�/,/f/Ill `,1`,,;,ti'� Witness: COUNTERSIGNATURE: Steven E. White Texas Resident Agent License # 00008173372 W.W. Webber nc. Hartford Fire Insurance Company BY: Denise A. Madden PRINCIPAL ATTORNEY -IN -FACT YWs.(1/95) Insured's Name W. W. Webber Inc. Insured's Mailing Address 14333 Chrisman Houston, TX 77039 Policy Number 35BCSCB6900 IMPORTANT NOTICE TO OBLIGEES/POLICYHOLDERS - TERRORISM RISK INSURANCE ACT OF 2002 You are hereby notified that, under the Terrorism Risk Insurance Act of 2002, effective November 26, .2002, we must make terrorism coverage available in your bond/policy. However, the actual coverage provided by your bond/policy for acts of terrorism, as is true for all coverages, is limited by the terms, conditions, exclusions limits, other provisions of your bond/policy, any endorsements to the bond/policy and generally applicable rules of law. Any terrorism coverage provided by this bond/policy is partially reinsured by the United States of America under a formula established by Federal Law. Under this formula, the United States will pay 90% of covered terrorism losses exceeding a statutorily -established deductible paid by sureties/insurers until such time as insured losses under the program reach $100 billion. If that occurs, Congress will determine the procedures for, and the source of, any payments for losses in excess of $100 billion The premium charge that has been established for terrorism coverage under this bond/policy is either shown on this form or elsewhere in the bond/policy. If there is no premium shown for terrorism on this form or elsewhere in the bond/policy, there is no premium for the coverage. Form B-3333.0 I Terrorism premium: I $0 1 2002, The Hartford Pagel of1 THE rronn Hartford Fire Insurance Company Hartford Casualty Insurance Company Hartford Accident and Indemnity Company Hartford Underwriters Insurance Company Twin City Insurance Company Hartford Insurance Company of Illinois Hartford insurance Company of the Midwest Hartford Insurance Company of the Southeast Please address inquiries regarding claims for all surety and fidelity products issued by The Hartford's underwriting companies to the following: Phone Number Fax - Underwriting : Fax - Claims • E-mail .• Mailing Address • 888-266-3488 860-547-6672 860-547 8265 or 2092 claims@lstepsurety.com The Hartford The Hartford Fidelity & Bonding (BOND) Hartford Plaza 690 Asylum Avenue Hartford CT 06115 POWER OF ATTORNEY x x IX , Hartford Fire Insurance Company Hartford Casualty Insurance Company Hartford Accident and Indemnity Company Hartford Underwriters Insurance Company THE HARTFORD HARTFORD PLAZA HARTFORD, CONNECTICUT 06115 Twin City Fire Insurance Company Hartford Insurance Company of Illinois Hartford Insurance Company of the Midwest Hartford Insurance Company of the Southeast KNOW ALL PERSONS BY THESE PRESENTS THAT the Hartford Fire Insurance Company, Hartford Accident and Indemnity Company and Hartford Underwriters Insurance Company, corporations duly organized under the laws of the State of Connecticut; Hartford Insurance Company of Illinois, a corporation duly organized under the laws of the State of Illinois; Hartford Casualty Insurance Company, Twin City Fire Insurance Company and Hartford Insurance Company of the Midwest, corporations duly organized under the laws of the State of Indiana; and Hartford Insurance Company of the Southeast, a corporation duly organized under the laws of the State of Florida; having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the' Companies") do hereby make, constitute and appoint up to the amount of unlimited: D.A. Valenti, Denise A. Madden, Robert Trobec, Kathleen M. Irelan, lan J. Donald of Troy, MI their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above, to sign its name as surety(ies) only as delineated above by I , and to execute seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature thereof, on behalf of the Companies in their business of guaranteeing the fidelity of persons, guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. In Witness Whereof, and as authorized by a Resolution of the Board of Directors of the Companies on September 12th, 2000, the Companies have caused these presents to be signed by its Assistant Vice President and its corporate seals to be hereto affixed, duly attested by its Assistant Secretary. Further, pursuant to Resolution of the Board of Directors of the Companies, the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney. Paul A. Bergenholtz, Assistant Secretary STATE OF CONNECTICUT COUNTY OF HARTFORD Ss, Hartford g<,OH?o, *4 4 • !Alai00440`` John P. Hyland, Assistant Vice President On this 19th day of September, 2000, before me personally came John P. Hyland, to me known, who being by me duly sworn, did depose and say: that he resides in the County of Hartford State of Connecticut; that he is the Assistant Vice President of the Companies, the corporations described in and which executed the above instrument; that he knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals; that they were so affixed by authority of the Boards of Directors of said corporations and that he signed his name thereto by like authority. CERTIFICATE I, the undersigned, Assistant Vice President of correct copy of the Power of Attorney executed by said Signed and sealed at the City of Hartford. Jean H. Wozniak Notary Public My Commission Expires June 30, 2004 the Companies, DO HEREBY CERTIFY that the above and foregoing is a true and Companies, which is still in full force effective as of April 1, 2003 Colleen Mastroianni, Assistant Vice President BOND No. 35BCSCB6900 Performance Bond (NOTE THIS BOND IS ISSUED SIMULTANEOUSLY ' WITH PAYMENT BOND ON PAGE 2, IN FAVOR OF THE �. OWNER CONDITIONED FOR THE PAYMENT OF LABOR _ AND MATERIAL.) THE HARTFORD ,4': Know All Men By These Presents. That W. . W.. yiloppor!pc:114333 C hrismant Housto n, TX,77039 (Here insert the name and address, or legal title, of the Contractor) as Principal, hereinafter called Contractor, and the Hartford Fire Insurance Company , a corporation organized and existing under the laws of the State of .Connecticut , with its principal office in the City of Hartford , as Surety, hereinafter called Surety, are held and firmly bound unto City of Pearland Texas, 3.519 't.iberty' Pearland, TX 77581 (Here insert the name and address, or legal title, of the Owner) as Obligee, hereinafter called Owner, in the amount of THREE MILLION TWO HUNDRED EIGHTY-SEVEN THOUSAND FIVE HUNDRED NINETY AND 74/100THS Dollars i$3,287,590.74 ), for the payment whereof Contractor and Surety bind themselves, their heirs, executors, administrators, successors, and assigns, jointly and severally, firmly by these presents. Whereas, Contractor has by written a reement dated entered into a contract with Owner for r9arland Parkway.(Southbound Lanes) 1,000' North of Broadway(FM 518)to Beltway,8 STA 14+65 to 88+00 and STA 116+00 to 186+00 in accordance with drawings and specifications prepared by (Here insert full name, title and address) which contract is by reference made a part hereof, and is hereinafter referred to as the CONTRACT Now, Therefore, the condition of this obligation is such that, if Contractor shall promptly and faithfully perform said CONTRACT, then this obligation shall be null and void, otherwise it shall remain in full force and effect. The Surety hereby waives notice of any alteration or extension of time made by the Owner Whenever Contractor shall be, and declared by Owner to be in default under the CONTRACT, the Owner having performed Owner's obligations thereunder, the Surety may promptly remedy the default, or shall promptly (1) Complete the CONTRACT in accordance with its terms and conditions, or (2) Obtain a bid or bids for completing the Contract in accordance with its terms and conditions, and upon determination by Surety of the lowest responsible bidder, or, if the Owner elects, upon determination by the Owner and the Surety jointly of the lowest responsible bidder, arrange for a contract between such bidder and Owner, and make available as Work progresses (even though there should be a default or a success- ion of defaults under the contract or contracts of completion arranged under this paragraph) sufficient funds to pay the cost of completion less the balance of the contract price, but not exceeding, including other costs and damages for which the Surety may be liable hereunder, the amount set forth in the first paragraph hereof The term "balance of the contract price," as used In this paragraph, shall mean the total amount payable by Owner to Contractor under the Contract and any amendments thereto, less the amount properly paid by Owner to Contractor Any suit under this bond must be instituted before the expiration of two (2) years from the date on which final payment under the CONTRACT falls due. No right of action shall accrue on this bond to or for the use of any person or corporation other than the Owner named herein or the heirs, executors, administrators or successors of the Owner Signed and sealed this 1st day of April \‘. H1,'=• PRINCIPAL ?.44(Corpor Sea / ''� Witness (If Individual/Partnership) Name _' .` C� / W W e er c. A j/& ..r.((. Signet X '3Erg Ty. Typed Name and/j Title -c. CW/u!-1es-&fr.e.rz V.p. ,,'���,,, * .��������\`�� fen 1111 SURETY (Corporate Seal) Attest COUNTERS I Name Hartford Fire Insurance Company Signatu Steven E. White, Texas Resident 4 hutaz.___.__- y. License # 00008.133312 Typed Name ` 3e/SZ'-7Vt J e.-P Denise A. Madden Attorney-In-fact Form S-3213.5 Page 1. Printed In U.S.A. (A.I.A.Form—Document No.A-311 February, 1970 Edition Approved by The American Institute of Architects) BOND No.35BCSCB6900 ..,. Labor And Material Payment Bond (NOTE:THIS BOND IS ISSUED SIMULTANEOUSLY WITH PERFORMANCE BOND ON PAGE 1, IN FAVOR OF THE OWNER CONDITIONED FOR THE FULL AND FAITHFUL THE HARTFORD PERFORMANCE OF THE CONTRACT.) KNOW ALL MEN BY THESE PRESENTS. That W W Webber Inc.: 14333 Chrisman, Houston,TX, 77039 (Here insert the name and address, or legal title, of the Contractor) as Principal, hereinafter called Principal, and the Hartford Fire Insurance Company , a corporation organized and existing- under the laws of the State of Connecticut , with its principal office in the City of Hartford , as Surety, hereinafterI ed P. Pearland Texas, 3519 Liberty Pearland, TX 77581 Surety, are held and firmly bound unto Ci (Here insert the name and address, or legal title, of the Owner) as Obligee, hereinafter called Owner, for the use and benefit of claimants as hereinbelow defined in the amount of TI1R E MILLION TWO HUNDRED EIGHTY-SEVEN THOUSAND FIVE HUNDRED NINETY AND`74I100THS (Here insert a sum equal to at least one-halt of the contract price) Dollars ($3,287,590.74 ), for the payment whereof Principal, and Surety bind themselves, their heirs, executors, administrators, successors, and assigns, jointly and severally, firmly by these presents. Whereas, Principal has by written agreement dated entered into a contract with Owner for Pearland Parkway(Southbound*Lanes) 1,000''North of'Broadway(FM 518)to Beltway 8 STA 14+65 to 88+00 and STA 116+00 to 186+00 in accordance with drawings and specifications prepared by (Here insert full name, title and address) which contract is by reference made a part hereof, and is hereinafter referred to as the CONTRACT Now, therefore, the condition of this obligation is such that, if the Principal shall promptly make payment to all claimants as hereinafter defined, for all labor and material used or reasonably required for use in the perfor- mance of the CONTRACT; then this obligation shall be void; otherwise it shall remain in full force and effect, subject, however, to the following conditions. 1 A claimant is defined as one having a direct contract with the Principal or with a sub-contractor of the Principal for labor, material, or both, used or reasonably required for use in the performance of the contract, labor and material !being construed to include that part of water, gas, power, light, heat, oil, gasoline, telephone service or rental of equipment directly applicable to the CONTRACT 2. The above named Principal and Surety hereby jointly and severally agree with the Owner that every claim- ant as herein defined, who has not been paid in full before the expiration of a period of ninety (90) days after the date on which the last of such claimant's work or labor was done or performed, or materials were furnished by such claimant, may sue on this bond for the use of such claimant, prosecute the suit to final judgment for such sum or sums as may be justly due claimant, and have execution thereon. The Owner shall not be liable for the payment of any costs or expenses of any such suit. 3. No suit or action shall be commenced hereunder by any claimant, (a) Unless claimant, other than one having a direct contract with the Principal, shall have given written notice to any two of the following The Principal, the Owner, or the Surety above named, within ninety (90) days after such claimant did or performed the last of the work or labor, or furnished the last of the materials for which said claim is made, stating with substantial accuracy the amount claimed and the name of the party to whom the materials were furnished, or for whom the work or labor was done or performed. Such notice shall be served by mailing the same by registered mail or certified mail, postage prepaid, in an envelope addressed to the Principal, Owner or Surety, at any place where an office is regularly maintained for the transaction of business, or served in any manner in which legal process may be served in the state in which the aforesaid project is located, save that such service need not be made by a public officer (b) After the expiration of one (1) year following the date on which Principal ceased work on said CONTRACT, it being understood, however, that if any limitation embodied in this bond is prohibited by any law controlling the construction hereof, such limitation shall be deemed to be amended so as to be equal to the minimum period of limitation permitted by such law (c) Other than in a state court of competent jurisdiction in and for the county or other political subdivision of the state in which the project, or any part thereof, is situated, or in the United States District Court for the district in which the project, or any part thereof, is situated, and not elsewhere. 4 The amount of this bond shall be reduced by and to the extent of any payment or payments made in good faith hereunder, inclusive of the payment by Surety of mechanics' liens which may be filed of record against said improvement, whether or not claim for the amount of such lien be presented under and against this bond ����unuurre� Signed and sealed this 1st day of April. A-Et a008%, .= r PRINCIPAL S, •(Gorp. ate Se Witness (If Individual/Partnership) Name �* WWWeb 0,c. •.rait..v Signatu X0 If c UU Typed Name and Titlfj v� n SURETY (C6fjitif '"eal) Attest�ERSI l.C/it Name Hartford Fire Insurance Company Steven E. White Texas Resident Agent Signa e License # 00008173372 By. Ad Vkt4,(0/61-- Typed Name 4- b" 6 Denise A. Madden Attorney-in-fact Form S•3213.5 Page 2 Printed in U.S.A. (A.I.A. Form—Document No. A-311 February, 1970 Edition. Approved by The American Institute+of Arnhitantat ACORD, CERTIFICATE OF LIABILITY INSURANCE DATE (MMIDDIYY) 12/30/2002 PRODUCER (248)828-3377 FAX (248)828-3741 Valenti, Trobec, Chandler, Inc. 6054 Livernois Avenue Troy, MI 48098 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE LURED W.W. Webber Inc. 14333 Chrisman Houston, TX 77039 INSURER A: Zurich American Insurance Co. INSURER B: Travelers Insurance INSURER C: INSURER D: INSURER E: COVERAGES 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 OF MAY POLICIES. PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE POLICY NUMBER POLICY DATE (MM/DD/YY) EFFECT VE POLICY DATE EXPIRATION (MMIDD/YY) LIMITS GENERAL LIABILITY GL3725964 12/31/2002 12/31/2003 EACH OCCURRENCE $ 1,000,000 $ 100,000 X COMMERCIAL GENERAL LIABILITY FIRE DAMAGE (Any one fire) CLAIMS MADE X OCCUR MED EXP (Any one person) $ 5,000 A X $10 , 000 Ded PD/BI/ PERSONAL & ADV INJURY $ 1,000,000 X XCU Included GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 2,000,000 X PROT- POLICY JEC LOC AUTOMOBILE LIABILITY PAP3725966 - TEXAS 12/31/2002 12/31/2003 COMBINED SINGLE LIMIT (Ea accident) $ 1,000,000 X ANY AUTO ALL OWNED AUTOS BODILY INJURY (Per person) $ A SCHEDULED AUTOS BODILY INJURY (Per accident) $ X HIRED AUTOS X NON -OWNED AUTOS PROPERTY DAMAGE (Per accident) $ AUTO ONLY - EA ACCIDENT $ GARAGE LIABILITY OTHER THAN EA ACC $ ANY AUTO AUTO ONLY: AGG $ EACH OCCURRENCE $ EXCESS LIABILITY OCCUR CLAIMS MADE AGGREGATE $ $ DEDUCTIBLE $ $ RETENTION $ WORKERS COMPENSATION AND WC3 72 5963 12/31/2002 12/31/2003 WC STATU- TORY LIMITS I OER TH- A EMPLOYERS' LIABILITY E.L. EACH ACCIDENT $ 500,000 E.L. DISEASE - EA EMPLOYEE $ 500,000 E.L. DISEASE - POLICY LIMIT $ 500,000 B OTHER Property & Equipment QT660 4827A247 - TIL- 02 12/31/2002 12/31/2003 $20,816,000 rented/leased. property - equipment/$425,000 $1,000 $5,445,000 deductible real DESCRIPTION FOR INFORMATION OF OPERATIONS/LOCATIONSNEHICLES/EXCLUSIONS PURPOSES ONLY ADDED BY ENDORSEMENT/SPECIAL PROVISIONS CERTIFICATE HOLDER ADDITIONAL INSURED; INSURER LETTER: CANCELLATION W.W. Webber Inc 14333 Chrisman Road Houston, TX 77039 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE Alan Chandler/V33 44,4 Gam` ACORD 25-S (7/97) ACORD CORPORATION 1988 IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). 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). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25-S (7/97) SECTION E LABOR CLASSIFICATION AND MINIMUM WAGE SCALE LABOR CLASSIFICATION AND MINIMUM WAGE SCALE 1. General: Articles 51-59a of the Revised Civil Statutes of Texas, passed by the 43rd Legislature Acts of 1933, page 91, Chapter 45 provides that any government subdivision shall ascertain the general prevailing rate of per diem wages in the locality in which the work is to be perfomed for each craft or type of workman or mechanic and shall specify in the call for bids and in the Contract the prevailing rate per diem wages which shall be paid for each craft type of workman. This Article further provides that the Contractor shall forfeit, as a penalty, to the City, County, or State, or other political subdivision, Ten Dollars ($10.00) per day for each laborer, or workman, or mechanic who is not paid the stipulated wage for the type of work performed by him as set up in the wage scale. The City of Pearland is authorized to withhold from the Contractor the amount of this penalty in any payment that might be claimed by the Contractor or subcontractor. The Act makes the Contractor responsible for the acts of the subcontractor in this respect. The Article likewise requires that the Contractor and sub -contractor keep an accurate record of the names and occupations of all persons employed by him and to show the actual per diem wages paid to each worker and these records are open to the inspection of the City of Pearland. 2. Labor Classification and Minimum Wage Scale: General Decision Number TX020048 on labor classifications and wage scales is attached herein. WAIS Document Retrieval Page 1 GENERAL DECISION TX020048 03/01/2002 TX48 Date: March 1, 2002 General Decision Number TX020048 S uperseded General Decision No. TX010048 S tate: TEXAS Construction Type: HIGHWAY County(ies): BRAZORIA FORT BEND GALVESTON HARDIN HARRIS JEFFERSON LIBERTY MONTGOMERY ORANGE WALLER HIGHWAY CONSTRUCTION PROJECTS (excluding tunnels, building structures in rest area projects, and railroad construction; bascule, suspension & spandrel arch bridges; bridges designed for commercial navigation; bridges involving marine construction; other major bridges) Modification Number 0 COUNTY(ies): BRAZORIA FORT BEND GALVESTON HARDIN Publication Date 03/01/2002 HARRIS JEFFERSON LIBERTY MONTGOMERY S UTX2045A 03/26/1998 ASPHALT RAKER ASPHALT SHOVELER BATCHING PLANT WEIGHER CARPENTER CONCRETE FINISHER -PAVING CONCRETE FINISHER -STRUCTURES CONCRETE RUBBER ELECTRICIAN FLAGGER FORM BUILDER(STRUCTURES) FORM LINER -PAVING & CURB FORSETTER (PAVING/CURB) FORM SETTER -STRUCTURES LABORER -COMMON LABORER -UTILITY L INEPERSON MANHOLE BUILDER (Brick) MECHANIC O ILER S ERVICER PAINTER -STRUCTURES P ILEDRIVER ORANGE WALLER Rates 8.28 7.45 11.11 10.35 9.87 9.86 9.00 16.15 6.66 9.96 9.03 8.86 9.05 7.45 8.53 7.50 8.49 11.38 9.56 9.51 14.00 10.96 Fringes http://frwebgate. access.gpo.gov/cgi-bin/getdoc.cgi?dbname—Davis-Bacon&docid=TX0200‘... 3/29/2002 WAIS Document Retrieval Page 2 P IPE LAYER ASPHALT DISTRIBUTOR ASPHALT PAVING MACHINE. BROOM OR SWEEPER OPERATOR BULLDOZER CONCRETE CURING MACHINE CONCRETE FINISHING MACHINE CONCRETE JOINT SEALER CONCRETE PAVING FLOAT CONCRETE PAVING SAW CONCRETE PAVING SPREADER S LIPFORM MACHINE OPERATOR CRANE, CLAMSHELL, BACKHOE, DERRICK, D'LINE, SHOVEL CRUSHER/SCREENING PLANT FOUNDATION DRILL OPERATOR, CRAWLER MOUNTED FOUNDATION DRILL OPERATOR TRUCK MOUNTED FRONT END LOADER MILLING MACHINE OPERATOR MIXER MOTOR GRADER (FINE GRADE) MOTOR GRADER PAVEMENT MARKING MACHINE ROLLER, STEEL WHEEL PLANT MIX PAVEMENTS ROLLER, STEEL WHEEL OTHER FLATWHEEL OR TAMPING ROLLER, PNEUMATIC, SELF PROPELLED S CRAPER - TRACTOR -CRAWLER TYPE TRACTOR -PNEUMATIC TRAVELING MIXER TRENCHING MACHINE -LIGHT TRENCHING MACHINE -HEAVY WAGON -DRILL, BORING MACHINE REINFORCING STEEL SETTER (PLAVING) REINFORCING STEEL SETTER STRUCTURES S TEEL WORKER -STRUCTURAL S IGN ERECTOR S PREADER BOX OPERATOR WORK ZONE BARRICADE SIGN INSTALLER TRUCK DRIVER -SINGLE AXLE LIGHT TRUCK DRIVER -SINGLE AXLE HEAVY TRUCK DRIVER -TANDEM AXLE SEMI TRAILER TRUCK DRIVER-LOWBOY/FLOAT W ELDER 8.49 9.47 10.05 8.01 9.91 8.80 11.79 10.50 9.30 10.01 9.32 9.20 11.35 11.00 12.59 12.73 9.29 10.43 7.94 11.11 10.67 7.45 9.25 7.61 7.96 8.69 10.12 8.99 9.35 10.50 13.56 10.15 12.50 12.47 10.35 10.06 9.08 7.45 7.45 8.15 8.76 8.00 11.29 10.43 W ELDERS - Receive rate prescribed for craft performing operation t o which welding is incidental. U nlisted classifications needed for work not included within the scope of the classifications listed may be added after http://frwebgate. access.gpo.gov/cgi-bin/getdoc.cgi?dbname=Davis-Bacon&docid=TX0200‘... 3/29/2002 WAIS Document Retrieval Page 3 award only as provided in the labor standards contract clauses (29 CFR 5.5 (a) (1) (v)) . In the listing above, the "SU" designation means that rates listed under that identifier do not reflect collectively bargained wage and fringe benefit rates Other designations indicate unions whose rates have been determined to be prevailing. WAGE DETERMINATION APPEALS PROCESS 1.) Has there been an initial decision in the matter? This can be: an existing published wage determination * a survey underlying a wage determination * a Wage and Hour Division letter setting forth a position on a wage determination matter * a conformance (additional classification and rate) ruling On survey related matters, initial contact, including requests for summaries of surveys, should be with the Wage and Hour Regional Office for the area in which the survey was conducted because those Regional Offices have responsibility for the Davis -Bacon survey program. If the response from this initial contact is not satisfactory, then the process described in 2.) and 3.) should be followed. With regard to any other matter not yet ripe for the formal process described here, initial contact should be with the Branch o f Construction Wage Determinations. Write to: Branch of Construction Wage Determinations Wage and Hour Division U. S. Department of Labor 200 Constitution Avenue, N. W. Washington, D. C. 20210 2.) If the answer to the question in 1.) is yes, then an interested party (those affected by the action) can request ✓ eview and reconsideration from the Wage and Hour Administrator (See 29 CFR Part 1.8 and 29 CFR Part 7). Write to: W age and Hour Administrator U .S. Department of Labor 200 Constitution Avenue, N. W. W ashington, D. C. 20210 The request should be accompanied by a full statement of the interested party's position and by any information (wage payment data, project description, area practice material, etc.) that the ✓ equestor considers relevant to the issue. 3.) If the decision of the Administrator is not favorable, an interested party may appeal directly to the Administrative Review 3oard (formerly the Wage Appeals Board). Write to: Administrative Review Board http://frwebgate.access.gpo.gov/egi-bin/getdoc.cgi?dbname=Davis-Bacon&docid=TX0200‘... 3/29/2002 WAIS Document Retrieval Page 4 U. S. Department of Labor 200 Constitution Avenue, N. W. Washington, D. C. 20210 4.) All decisions by the Administrative Review Board are final. END OF GENERAL DECISION http://frwebgate. access.gpo.gov/cgi-bin/getdoc.cgi?dbname=Davis-Bacon&docid=TX02004... 3/29/2002 SECTION F GENERAL AND SPECIAL CONDITIONS 1.01 1.02 1.03 1.04 1.05 1.06 1.07 1.08 1.09 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18 TABLE OF CONTENTS FOR GENERAL CONDITIONS OF AGREEMENT 1. DEFINITION OF TERMS AGREEMENT GC-1 BID GC-1 BIDDER GC-1 CALENDAR DAY GC-1 CHANGE ORDER GC-1 CITY GC-1 CITY COUNCI I GC-1 CONTRACT GC-1 CONTRACT DOCUMENTS GC-1 CONTRACTOR GC-2 DRAWINGS ENGINEER GC-2 GC-2 EXTENDED DAY GC-2 INSPECTOR GC-2 LABORATORY GC-2 MAYOR GC-2 OWNER GC-2 PROJECT GC-2 Page 1 TABLE OF CONTENTS 1.19 SHOP DRAWINGS GC-2 1.20 PAYMENT BOND GC-2 1.21 PERFORMANCE BOND GC-3 1.22 PROPOSAL GC-3 1.23 PROPOSAL GUARANTY GC-3 1.24 SPEC INICATIONS GC-3 1.25 SUBCONTRACTOR GC-3 1.26 SUBSTANTIAL COMPLETION GC-3 1.27 SUPERINTENDENT GC-3 1.28 SURETY GC-3 1.29 STANDARD ABBREVIATIONS GC-3 & 4 1.30 WORK GC-4 1.31 EXTRA WORK GC-4 1.32 SUPPLEMENTAL AGREEMENT GC-4 2. AWARD AND EXECUTION OF CONTRACT 2.01 CONS I I )ERATION OF PROPOSALS GC-4 2.02 AWARD OF CONTRACT GC-4 2.03 RETURN OF PROPOSAL GUARANTIES GC-4 2.04 EXECUTION OF CONTRACT, PERFORMANCE AND PAYMENT BONDS GC-4 & 5 2.05 FAILURE TO EXECUTE CONTRACT, PERFORMANCE AND PAYMENT BONDS GC-5 T-2 Page 2 TABLE OF CONTENTS 2.06 BEGINNING OF WORK GC-5 2.07 INSURANCE GC-5 & 6 3. SCOPE OF WORK 3.01 INTENT OF SPECIFICATIONS AND DRAWINGS .GC-6 & 7 3.02 CHANGES AND ALTERATIONS GC- 7 3.03 FINAL CLEANING UP GC-7 4. CONTROL OF THE WORK 4.01 AUTHORITY OF THE ENGINEER GC-7 4.02 DRAWINGS GC-7 4.03 COORDINATION OF SPECIFICATIONS AND DRAWINGS GC-7 & 8 4.04 COOPERATION OF CONTRACTOR GC-8 4.05 CONSTRUCTION STAKF,S GC-8 4.06 INSPECTION GC-8 4.07 REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK GC-8 5. CONTROL OF MATERIALS AND QUALITY WORK 5.01 SOURCES OF SUPPLY GC-8 & 9 5.02 SAMPLES AND TESTS OF MATERIALS GC-9 5.03 INSPECTION AND TESTING OF EQUIPMENT OF WORK GC-9 5.04 INSPECTION AND TESTING OF EQUIPMENT AND DEFICTF,NT WORK GC-9 5.05 STORAGE OF MATERIALS GC-9 T-3 Page 3 TABLE OF CONTENTS 5.06 DEFECTIVE MATERIALS GC-10 6. LEGAL RELATIONS AND RESPONSIBILITIES 6.01 LAWS TO BE OBSERVED GC-10 6.02 PERMITS AND LICENSES GC-10 6.03 SANITARY PROVISIONS GC-10 6.04 PATENTED DEVICES AND PROCESSES GC-10 6.05 RESPONSIBILITY FOR DAMAGE CLAIMS GC-10 6.06 CONTRACTOR'S RESPONS113ILITY FOR WORK GC-11 6.07 WAIVER OF LI NN GC-11 7. PROSECUTION AND PROGRESS 7.01 SUBLETTING OR ASSIGNING OF CONTRACT GC-11 7.02 PROSECUTION OF WORK GC-11 7.03 WORKMEN AND EQUIPMENT GC-11 7.04 TEMPORARY SUSPENSION OF WORK GC-11 & 12 7.05 CONTRACT TIME GC-12 7.06 LIQUIDATED DAMAGES FOR FAILURE TO COMPLETE ON TIME GC-12 7.07 ABANDONMENT OF WORK OR DEFAULT OF CONTRACT GC-13 8. MEASUREMENT AND PAYMENT 8.01 MEASUREMENT OF QUANTITIES GC-13 T-4 Page 4 TABLE OF CONTENTS 8.02 SCOPE OF PAYMENT GC-13 8.03 ADJUSTMENT FOR CHANGES IN WORK GC-13 & 14 & 15 8.04 PARTIAL PAYMENTS GC-15 8.05 PAYMENT WITHHELD GC-15 & 16 8.06 ACCEPTANCE AND FINAL PAYMENT GC-16 9. GUARANTEE 9.01 GUARANTEE GC-16 & 17 T-5 Page 5 GENERAL CONDITIONS OF AGREEMENT 1.00 DEFINITION OF TERMS Wherever in these General Conditions of Agreement or in other Contract Documents, the following terms or pronouns in place of them are used, the intent and meaning shall be interpreted as follows: 1.01 AGREEMENT. The written agreement between the OWNER and the CONTRACTOR covering the Work to be performed, including the CONTRACTOR'S Bid and the Bonds. proposal. 1.02 BID. See Proposal. 1.03 BIDDER. An individual, firm, or corporation of any combination thereof submitting a 1.04 CALENDAR DAY. Any day of the week or month, no days being excepted. 1.05 CHANGE ORDER A written order to the CONTRACTOR signed by the OWNFR authorizing an addition, deletion, or revision in the Work, or an adjustment in the Contract Price or the Contract Time issued after execution of the Agreement. 1.06 CITY. The incorporated City of Pearland, Brazoria County, Texas. 1.07 CITY COUNCIL. The elected officials of the City. The Mayor and five (5) Councilmen, who have the legal authority sitting as a Council to accept or reject any or all proposals submitted for the work. 1.08 CONTRACT. See Agreement. 1.09 CONTRACT DOCUMENTS. The Contract Documents shall consist of the Notice to Bidders, Instruction to Bidders, Proposal, signed Agreement, Performance and Payment Bonds, Special Bonds, (when required), proof of insurance, General Conditions of the Agreement, Special Conditions, Technical Specifications, plans, and all modifications thereof incorporated in any of the documents before the execution of the agreement. The Contract documents are complementary, and what is called for by any one shall be as binding as if called for by all. In case of conflict between any of the Contract Documents, prionty of interpretation shall be in the following order: Signed Agreement Performance and Payment Bonds, Special Bonds (if any), Proposal, Special Conditions of Agreement (if any), Notice to Bidders, Technical Specifications, Plans, and General Conditions of Agreement. GC-1 Page 6 1.10 CONTRACTOR. The individual, firm or corporation or any combination thereof, whose proposal is accepted and with whom the agreement is made by the OWNER. 1.11 DRAWINGS. The drawings and plans which show the character and scope of the work to be pei formed and which have been prepared or approved by the ENGINEER and are referred to in the Contract Documents. 1.12 ENGINEER The City Engineer of the City of Pearland, Texas, or his authorized representatives. 1.13 EXTENDED DAY. An extended day is defined as a calendar day, in which conditions described in Paragraph 7.05 will not permit the perfou nance of the principal unit of work underway for a continuous period of not less than Six (6) hours between 8:00 a.m. and 5:00 p.m. 1.14 INSPECTOR. The authorized representative of the Engineer assigned to inspect any and all parts of the work and the materials to be used therein. 1.15 LABORATORY. Any testing laboratory that may be designated or approved by the ENGINEER. 1.16 CITY MANAGER The appointed official who presides over the City business of the City of Pearland, Texas and who is empowered to execute the Agreement for the City provided that the Council shall have accepted the Proposal by a majority vote. 1.17 OWNER City of Pearland, Texas. 1.18 PROJECT. The entire work to be performed as provided for in the Contract Documents. 1.19 SHOP DRAWINGS. All drawings diagrams, illustrations, brochures, schedules, and other data which are prepared by the CONTRACTOR, a Subcontractor, manufacturer, supplier, or distributor and which illustrates the equipment, material, or some portion of the work. 1.20 PAYMENT/MAINTENANCE BOND. The security furnished by the Contractor and the Surety in the full amount of the Contract for the protection of all claimants supplying labor and material in the prosecution of the work. Page 7 GC-2 1.21 PERFORMANCE BOND. The security furnished by the Contractor and the Surety in the full amount of the Contract as a guai anty that the Contractor will faithfully perform the Contract and save haunless the Ownei from all cost and damage which the Owner may suffer by reason of the Contractor s default or failure to do so. 1.22 PROPOSAL. The offer of the Bidder, made out on the prescribed form, giving prices for performing the work described in the Specifications and drawings. 1.23 PROPOSAL GUARANTY. The security designated in the Proposal and furnished by the Bidder as a Guaranty that the Bidder will enter into a Contract and make the required bonds if his proposal is accepted. 1.24 SPECIFICATIONS. The directions, provisions and requirements for the work, attached to and fanning a part of the Specifications. 1.25 SUBCONTRACTOR. The individual, thin, or corporation, having a direct contract with the Contractor, approved by the OWNER, for the perfottnance of a part of the work at the site of the work. 1.26 SUBSTANTIAL COMPLETION. By the term "substantial completion" is meant that the facility is in condition to serve its intended purpose but still may require minor miscellaneous work and adjustment. 1.27 SUPERINTENDENT. The authorized representative of the Contractor at the site of the work 1.28 SURETY. The corporate body which is bound with the Contractor for the faithful perfoiuiance of this work covered by the Contract and payment of due and unpaid claims arising thereunder. 1.29 STANDARD ABBREVIATIONS. A. ASTM American Society for Testing Materials. B. AASHO. American Association of State Highway Officials. C. ASA. American Standards Association. D. API American Petroleum Institute. E. AWS. American Welding Society. F. NEMA. National Electrical Manufacturers Association. G. EEI. Edison Electric Institute. H. IES. Illuminating Engineering Society. I. UL Underwriters Laboratory, Inc. J. AAI. American Association of Nurserymen. K. AWG. American Wire Gage. GC-3 Page 8 L. BPR. M. IMSA. N. ITE O. NBFU. P. NEC Q. AWWA. The United States Bureau of Public Roads. International Municipal Signal Association. Institute of Traffic Engineers. National Board of Fire Underwriters. National Electrical Code (Published by NBFU.) American Water Works Association. 1.30 WORK 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 other facilities necessary for the execution and completion of the work covered by the Contract Documents. Unless otherwise specified, all material shall be new and both workmanship and materials shall be of a good quahty. The Contractor shall, if required, furnish satisfactory evidence as to the kind and quality of materials. Materials or work described in words which so applied have a well known technical or trade meaning shall be held to refer to such recognized standards. 1.31 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 or Owner to be done by the Contractor to accomplish any change, alteration or addition to the work shown upon the plans, or reasonably implied by the specifications, and not covered by the Contractor's Proposal, except as provided under "Changes and Alterations", herein. 1.32 SUPPLEMENTAL AGREEMENT. Written agreement entered into between the Contractor and the City and approved by the Surety, covering alterations and changes in plans which are necessary to the proper completion of the work. 2.00 AWARD AND EXECUTION OF CONTRACT 2.01 CONSIDERATION OF PROPOSALS. The proposals will be opened and read in public and referred to the City Council for action. Until the award of the Contract is made, the right will be reserved to reject any or all proposals and to waive such technicalities as may be considered for the best interest of the City. 2.02 AWARD OF CONTRACT. The award of the contract, if it be awarded, will be made within ten (10) days after the opening of bids unless otherwise stated in the proposal. 2.03 RETURN OF PROPOSAL GUARANTIES Proposal guaranties of the three lowest bidders may be retained until after the contract and bonds have been executed. Proposal guaranties of all except the three lowest bidders will be returned within ten (10) days after the public opening and reading of the proposals. 2.04 EXECUTION OF CONTRACT PERFORMANCE AND PAYMENT/MAINTENANCE BONDS. Within ten (10) days after written notification of award of contract, the successful bidder shall execute and file with the City a Contract and Performance and GC- 4 Page 9 Payment/Maintenance bonds each in the full amount of the Contract price, the bonds to be executed by a Surety Company authorized to do business in the State of Texas, as a guarantee of the faithful performance of the Contract and the payment of all obligations which may be incurred for material and labor used in the performance of the work. The Contract will be executed on behalf of the City by the Mayor. a. If any Surety upon any bond furnished in connection with the contract becomes insolvent, or otherwise not authorized to do business in this State, the Contractor shall promptly furnish equivalent security to protect the interests of the City and of persons supplying labor or materials necessary to prosecution of the work contemplated by the Contract. b. The bonds shall be written to remain in force until expiration of the guarantee period which is one (1) year after acceptance of the completed work by the City. The Contractor shall pay the premiums on the required bonds and shall include this cost in his proposal and Contract amounts. 2.05 FAILURE TO EXECUTE CONTRACT AND FILE PERFORMANCE AND PAYMENT BONDS. Should the successful bidder fail to execute and file the Contract and required bonds within fifteen (15) days after written notification of the award of the Contract, the Proposal Guaranty filed with the Proposal shall become the property of the City, not as a penalty, but as liquidated damages. 2.06 BEGINNING OF WORK The Contractor shall begin work within ten (10) days after receipt of written authorization by the Engineer to do so. 2.07 INSURANCE The Contractor shall not commence work under this Contract until he has obtained insurance of the type and for the amounts as follows and has filed and had the same approved by the City. Approval of the insurance by the City shall not relieve or decrease the liability of the Contractor. (1) Unless otherwise provided for in the Specifications, the Contractor shall provide and maintain, until the work covered in this contract is completed and accepted by the Owner, the minimum insurance coverage, as follows: TYPE OF COVERAGE A. Workmen's Compensation B. Employer's Liability C. Comprehensive General Liability 1. Bodily Injury 2. Property Damage GC-5 LIMITS OF LIABILITY Statutory $500,000 $1,000,000 $1,000,000 Each person Each Occurrence $1,000,000 $1,000,000 Each Occurrence Aggregate Page 10 D. Comprehensive Automobile Liability 1. Bodily Injury $500,000 $500,000 Each person Each Occurrence 2. Property Damage $500,000 Each Occurrence E Owner's Protective Liability Insurance Policy: The Contractor shall obtain at his expense an Owner's Protective Liability Insurance Policy naming the City of Pearland, Texas and its employees as insured with the following limits: 1. Bodily Injury 2. Property Damage $300,000 $500,000 Each person Each Occurrence $100,000 $300,000 Each Occurrence Aggregate The immunity of the Owner shall not be a defense from the insurance carrier. F. Builder's Risk Insurance: The contractor shall obtain at his expense Builder's Risk Insurance against the perils of fire, lightning, windstorm, hurricane, hail, explosion, riot, civil commotion, smoke, aircraft, land vehicles, vandalism and malicious mischief, in the amount of insurance equal at all times to the insurable value of the materials delivered and labor performed. The policy shall be issued jointly in the names of the Contractor, his Sub -Contractors and the Owner, as their interests may appear. The policy shall have endorsements as follows: This insurance shall be specific as to coverage and not considered as contributing insurance with any peiuianent insurance maintained on the present premises. 2. Loss, if any, shall be adjustable with and payable to the Owner as Trustee for Whom It May Concern. (2) The certificates or evidences of insurance shall set forth that the insurance carrier will not cancel or materially alter the insurance until after ten (10) days written notice has been received by the Owner. 3.00 SCOPE OF WORK. 3.01 INTENT OF THE SPECIFICATIONS AND DRAWINGS. It is the intent of the Specifications and Drawings to describe the complete work to be performed under the Contract. Unless otherwise provided, it is also the intent that the Contractor shall furnish all materials, supplies, tools, equipment and labor necessary for the timely prosecution and completion of the Work. It GC- 6 Page 11 is also understood that unless otherwise specified, all materials and equipment incorporated in the Work shall be new. 3.02 CHANGES AND ALTERATIONS. The Owner shall have the right to make such changes and alterations in the plans or in the quantities of the work as may be considered necessary or desirable, and such changes and alterations should not be considered as a waiver of any condition of the Contract, nor shall they invalidate any of the provisions thereof. The Contractor shall perform the work as increased or deci eased and a proper adjustment in price shall be made as provided in paragraph 8.03. When such changes and alterations increase or decrease the quantity of the unit price items of the work by more than twenty pei cent (20%), then either party to the Contract, upon demand, shall be entitled to a revised consideration upon that portion of the work. Changes or alterations shall be made only on written authorization of the Engineer. 3.03 FINAL CLEAN UP. Upon completion of the work and before acceptance and final payment is made, the Contractor shall remove all rubbish and temporary structures restore in an acceptable manner all property both public and private, which has been damaged during the prosecution of the work and leave the site of the work in a neat and presentable condition throughout. 4.00 CONTROL OF THE WORK 4.01 AUTHORITY OF THE ENGINEER. The work will be done under the inspection of the Engineer to his satisfaction, and in accordance with the proposal, contract, specifications and drawings. He will decide all questions which may arise as to the quality of acceptability of materials furnished and work performed, the manner of perfolinance and rate of progress of the work, the interpretations of the specifications and drawings and the acceptable fulfillment of the Contract on the part of the Contractor. Where the phrase 'as directed by the Engineer", "ordered by the Engineer', or to the satisfaction of the Engineer occurs it is to be understood that the directions, orders, or instructions to which they relate are within the limitations of the Contract documents. 4.02 DRAWINGS. Drawings will show the lines, grades, cross -sections details and general features. The Contractor shall submit to the Engineer, with such promptness as to cause no delay in his own work or in that of and other Contractor, five copies, unless otherwise, specified, of all shop and/or setting drawings and schedules required for the work, and the Engineer shall pass upon them with reasonable promptness, making necessary corrections. The Contractor shall make any corrections required by the Engineer, file with him two 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 drawings or specifications, unless he has in writing called the Engineer's attention to such deviations at the time of submission, nor shall it relieve him from responsibility for errors of any sort in shop drawings or schedules. 4.03 COORDINATION OF SPECIFICATIONS AND DRAWINGS. The Specifications and the accompanying drawings, are essential parts of the Contract, and a requirement occurring in one is as binding as though occurring in all. They are intended to be cooperative and to provide for a complete GC- 7 Page 12 work. In cases of disagreement, figured dimensions shall govern over scaled dimensions, detailed drawings shall govern over general drawings, specifications shall govern over drawings, and special provisions shall govern over specifications, drawings, and general provisions. 4.04 COOPERATION OF CONTRACTOR. The Contractor will be supplied with as many copies of the specifications and drawings as he may require and he shall have available on the job site at all times one copy of each. He shall give the work his constant attention to facilitate the progress thereof and shall cooperate with the Engineer. He shall have at all times a satisfactory and competent Superintendent on the Job site, authorized to receive instructions and to act for him. The Contractor shall designate to the Engineer the name of such Superintendent. 4.05 CONSTRUCTION STAKES The Engineer will furnish vertical and horizontal baseline control for the work, and will furnish the Contractor with all necessary information relating to them. These marks will be set sufficiently in advance of the work to avoid delay. The Contractor will use all reasonable care to protect and preserve any stakes and bench marks, and is responsible for all offsets, locating elevations and dimensions to position his works. 4.06 INSPECTION. The Contractor shall furnish the Engineer with every reasonable facility for ascertaining whether or not the work as Perfottued is in accordance with the requirements and intent of the specifications, drawings and Contract. If the Engineer so requests, the Contractor shall at any time before acceptance of the work remove or uncover such portions of the finished work as may be directed. After examination, the Contractor shall restore said portion of the work to the standard required by the Specifications. Should the work thus exposed or examined prove acceptable, the Contractor shall be paid as provided in Paragraph 1.31 for the uncovering, removing, and restoration of the work but should the work so exposed or examined prove unacceptable, the uncovering or removing and the restoration of the parts removed shall be at the Contractor s expense. No work shall be done without suitable inspection. 4.07 REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK All work which has been rejected shall be remedied or removed and replaced in an acceptable manner by the Contractor at his own expense. Work done beyond the lines and grades given or as shown on the plans, except as herein Provided, or any work done without authority will be considered as unauthorized and done at the expense of the Contractor and will not be paid for. Work so done may be ordered removed at the Contractor's expense. 5.00 CONTROL OF MATERIALS AND QUALITY OF WORK 5.01 SOURCES OF SUPPLY The sources of supply of materials shall be approved by the Engineer Representative samples of the materials proposed for use in the work will be submitted, when requested in writing by the Engineer, for examination and testing in accordance with the methods referred to under Paragraph 5.02. Only materials confoiiiring to the requirements of these specifications and approved by the Engineer shall be used in the work If the sources of supply which have been GC- 8 Page 13 approved do not furnish a uniform product, or if the product from any source proves unacceptable at any time, the Contractor shall furnish acceptable materials from some other approved source. 5.02 SAMPLES AND TESTS OR MATERIALS. Sampling and Testing of all materials proposed to be used will be made by the Engineer in accordance with methods prescribed by the A.S.T.M. or as prescribed in the Specifications. The selection of the method of test shall be as designated by the Engineer. The Contractor shall provide such facilities as may be required for the verification of scales, measures, and other devices used for Specified sampling and testing. All testing of materials for which the Owner or the Specifications and/or Drawings require tests to deteirnine compliance with the requirements shall be accomplished at the Owner's expense. The Owner may at any time request test specimens of various materials. The test specimens shall be furnished by the Contractor and tests will be made by the Owner at the expense of the Owner. When directed by the Owner, material compliances with the specifications shall be made by one of the following: A. Manufacturer's certificate of compliance. B. Mill certificate. C. Testing laboratory certifications. D. Report of actual laboratory test from the Owner's laboratory or from a laboratory satisfactory to the Owner. Samples tested shall be selected by or in the presence of the Owner and the method of testing shall comply with the professional societies' standard specifications. 5.03 INSPECTION AND TESTING OF EQUIPMENT OR COMPLETED PORTIONS OF WORK If inspection and testing of equipment and completed portions of the work for approval is required by the Contract Documents, the Contractor shall give the Engineer notice of readiness and a time and date shall be arranged for the Engineer to observe such inspection and testing. The Contractor shall bear all costs of such inspection and testing. 5.04 INSPECTION AND TESTING OF EQUIPMENT AND WORK SUSPECTED OF BEING DEFICIENT. If after commencement of the work, the Engineer determines that any equipment or portion of the work completed requires inspection or testing because of suspected deficiency in workmanship or general conformity to the Plans and Specifications, he will infounr the Contractor and order such special inspection or testing If such special inspection or testing reveals a failure of the work to comply with the requirements of the Specifications or Plans, the Contractor shall bear all costs thereof made necessary by such failure, otherwise the Owner shall bear such costs. 5.05 STORAGE OF MATERIALS Materials shall be stored so as to insure the preservation of their quality and fitness for the work. GC- 9 Page 14 5.06 DEFECTIVE MATERIALS. All materials not conforming to the requirements of these specifications will be rejected and shall be removed immediately from the site of the work. Rejected materials, the defects of which have been subsequently corrected, shall have the status of new material. 6.00 LEGAL RELATIONS AND RESPONSIBILITIES. 6.01 LAWS TO BE OBSERVED. The Contractor shall make himself familiar with and at all times shall observe and comply with all Federal, State and Local Laws, ordinances and regulations which in any manner affect the conduct of the work, and shall indemnify and save harmless the Owner and its Representatives against any claim arising fiom the violation of any such law, ordinance or regulation, whether by himself or by his employees. 6.02 PERMITS AND LICENSES No building permits will be required for work on the Owner's property. The Contractor shall procure any other permits or licenses, pay any other charges and fees, arrange for and furnish all notices necessary to the closing of any street or sidewalk, and give all notices necessary and incident to the due and lawful prosecution of the work. 6.03 SANITARY PROVISIONS. The Contractor shall, at his entire expense, provide and maintain in a neat, sanitary condition such sanitary facilities for the use of his employees as may be necessary to compiy,with the requirements and regulations of the State Department of Health or of other authorities having jurisdiction. The location and design of such facilities shall be approved by the Engineer. 6.04 PATENTED DEVICES AND PROCESSES. If the Contractor is required or desires to use any devices or processes covered by letters patent or copynghted, he shall provide for such use by suitable legal agreement with the patentee or Owner. The Contractor shall indemnity and save harmless the Owner from any and all claims for infringement by reason of the use of any patented device or process, or any trademark or copyright used in connection with the work agreed to be perfoiined under the contract. 6.05 RESPONSIBILITY FOR DAMAGE CLAIMS. The Contractor shall save haiinless the Owner and its employees from all suits, actions or claims brought on account of any injuries or damages sustained by any person or property in consequence of any neglect in safeguarding the work by the Contractor; or on account of any claims or amounts recovered for any infringement or patent, trade- mark, or copyright, except as herein elsewhere specifically provided; or from any claims or amounts arising or recovered under the "Workmen's Compensation Law" or any other laws. He shall be responsible for all damage or injury to property of any character occurring during the prosecution of the work resulting from any act, omission, neglect, or misconduct on his part or on the part of any of his employees, in the manner or method of executing the work; or from his failure to execute the work properly, or from defective work or materials. He shall not be released from such responsibility until all claims have been settled and suitable evidence to that effect furnished to the Owner. GC-10 Page 15 6.06 CONTRACTOR'S RESPONSIBILITY FOR WORK Until the acceptance of the work by the Engineer as evidenced in writing, it shall be under the charge and care of the Contractor. The Contractor shall rebuild and make good at his own expense all injuries and damages to the work occurring before its completion and acceptance. In case of suspension of work for any cause, the Contractor shall be held responsible for the preservation of all materials. 6.07 WAIVER OR LIEN. It is distinctly understood that by virtue of this Contract, no mechanic, contractor, subcontractor, supplier, material man, artisan, or laborer, whether skilled or unskilled shall ever in any manner have claim, or acquire any lien upon the improvements of whatever nature or kind so erected or to be erected by virtue of this Contract nor upon any of the land upon which improvements are so erected, built or situated. 7.00 PROSECUTION AND PROGRESS 7.01 SUBLETTING OR ASSIGNING OF CONTRACT. The Contractor will not be permitted to assign, sell, transfer, or otherwise dispose of the Contract or any portion thereof, or his rights, title or interest therein, without the approval of the Owner. The Contractor will not be permitted to sublet any portion of the Contract without the approval of the Engineer and Owner. In any case, no subcontract will relieve the Contractor of his responsibility under the Contract. 7.02 PROSECUTION OF WORK Prior to beginning construction operations the Contractor shall submit to the Engineer a schedule or brief outlining the manner of prosecution of the work that he intends to follow in order to complete the Contract within the allotted time. The Contractor shall also furnish the Engineer a breakdown of Contract work items and costs for use in making the monthly progress estimates. The Contractor shall begin the work as required in paragraph 2 06 and shall continuously prosecute same with such diligence as will enable him to complete the work within the time limit set He shall notify the Engineer at least twenty-four hours before beginning work at any point. He shall not open up work to the detriment of work already begun. The beginning, sequence and prosecution of the work shall be subject to acceptance by the Engineer, and the Contractor shall conduct his operations so as to impose a minimum of interference to the necessary activities by the Owner. 7.03 WORKMEN AND EQUIPMENT. All workmen employed by the Contractor shall have such skill and experience as will enable them to perform properly the duties assigned to them. Any person employed by the Contractor who, in the opinion of the Engineer, does not perform his work in a proper and skillful manner, or who is disrespectful, intemperate, disorderly, or otherwise objectionable, shall at the written request of the Engineer be removed from the Project and shall not be employed again on any portion of the work without the written consent of the Engineer. The Contractor shall furnish such suitable machinery, equipment, and construction forces as may be necessary, in the opinion of the Engineer, for the proper prosecution of the work. 7.04 TEMPORARY SUSPENSION OF WORK. The Engineer will have authority to suspend the work wholly or in part, for such period as he may consider necessary and each day of such suspension shall be considered an extended day. Notice of such suspension with the reasons therefore GC-11 Page 16 will be given the Contractor in writing. The Contractor shall not suspend work without the written authority of the Engineer. If the suspension is for the convenience of the Owner and causes the Contractor extra expense, the Contractor will be reimbursed for his actual additional expense without profit. 7.05 CONTRACT TIME. The Contractor shall complete the work within the number of consecutive calendar days stated in the proposal plus any extended days. Contract time will begin upon the written authorization by the Engineer to begin work. Extended days, as defined in paragraph 1.13 will be allowed the Contractor when the Owner determines that completion of the principal units of work was delayed as a result of: Unforeseeable causes beyond the control and without fault or negligence of the Contractor, Subcontractors or suppliers, mcluding but not restricted to, acts of God, the public enemy, fires, floods, epidemics, quarantine restrictions, strikes, freight embargoes and severe weather. 7.06 LIQUIDATED DAMAGES FOR FAILURE TO COMPLETE ON TIME. The time of completion is the essence of this contract. For each calendar day that any work shall remain uncompleted after the time specified in the proposal and the contract, or the increased time granted by the Owner, or as equitably increased by additional work or materials ordered after the contract is signed, the sum per day given in the following schedule, unless otherwise specified in the special provisions, shall be deducted from the monies due the Contractor: AMOUNT OF CONTRACT Less than $5,000.00 $5,000.00 to 14,999.99 15,000.00 to 24,999.99 25,000.00 to 49,999.99 50,000 00 to 99,999.99 100,000.00 to 1,000,000.00 More than 1,000,000.00 AMOUNT OF LIOUI I )ATED DAMAGES $60.00 per day 80.00 per day 100.00 per day 120.00 per day 160.00 per day 240.00 per day 500.00 per day The sum of money thus deducted for such delay, failure or noncornpletion is not to be considered as a penalty, but shall be deemed, taken and treated as reasonable liquidated damages, per calendar day that the Contractor shall be in default after the time stipulated in the contract for completing the work. The said amounts are fixed and agreed upon by and between Owner and Contractor because of the impracticability and extreme difficulty of fixing and ascertaining the actual damages the Owner in such event would sustain; and said amounts are agreed to be the amounts of damages which the Owner would sustain and which shall be retained from the monies due, or that may become due, the Contractor under this contract; and if said monies be insufficient to cover the amount owing, then the CONTRACTOR or his surety shall pay any additional amounts due. GC-12 Page 17 7.07 ABANDONMENT OF WORK OR DEFAULT OF CONTRACT. If the Contractor fails to begin or complete the work within the time specified; or fails to perform the work with sufficient workmen and equipment; or shall perform the work unsuitably; or shall neglect or refuse to remove materials or perform anew such work as may have been rejected as being defective or unsuitable; or shall discontinue the prosecution of the work without authority; or shall become insolvent or be declared bankrupt; or shall commit any act of insolvency or bankruptcy; or shall make an unauthorized assignment for the benefit of any creditor; or for any other cause whatsoever shall not carry on the work in an acceptable manner, the Engineer may give written notice to the Contractor and his Surety of such delay, neglect, or default, specifying same. If the Contractor within a period of ten (10) days after such notice shall not proceed to correct and remedy the conditions specified then the Owner shall give written notice of default to the Surety Company issuing the performance bond under paragraph 2.04 herein and said Surety Company shall then assume full responsibility for completion of the contract in an acceptable manner and in fulfillment of the Contract. 8.00 MEASUREMENT AND PAYMENT 8.01 MEASUREMENT OF QUANTITIES All work completed under the contract will be measured by the Engineer. 8.02 SCOPE OF PAYMENT. The Contractor shall accept the compensation, as provided in the Contract, in full payment for furnishing all materials, supplies, labor, tools, and equipment necessary to complete the work under the contract; for any loss or damage which may arise from the nature of the work, fiom the action of the elements, or from any unforeseen difficulties which may be encountered during the prosecution of the work, until the final acceptance by the Owner, except where such damage is clearly shown to be due to inadequate design and not to improper prosecution of the work; for all risks of every description connected with the prosecution of the work for all expenses incurred in con- sequence of the suspension or discontinuance of the work as herein specified; for any infringement of patent, trademark, or copyright; and for completing the work according to the specifications and drawings. The payment of any current or partial estimate shall in no way affect the obligation of the Contractor to repair or renew at his own cost, any defective parts of the construction, or to replace any defective materials used in the construction and to be responsible for all damages due to such defects if such defects or damages are discovered on or before the final inspection and acceptance of the work. 8.03 ADJUSTMENTS FOR CHANGES IN WORK No change in the work shall be made without having prior written approval of the Owner. Charges or credits for the work covered by the approved change shall be determined by one or a combination of the following methods• 1. Unit prices previously approved. (1) Increases and Decreases in Quantity of Work. The Engineer will have the right to increase or decrease the quantities of the work, as may be considered necessary or desirable. Such increases or decreases shall not be considered as a waiver of any condition of the contract, nor shall they invalidate any of the provisions thereof. GC-13 Page 18 The Contractor shall perform the work as increased or decreased. Payment to the Contractor for contract items will be made for the actual quantities of work done or material furnished at the unit prices set forth in the contract, except as provided for changes in the character of the work and except as provided for overruns and underruns of major items. A major item is defined as any individual bid item included in the proposal that has a total cost equal to or greater than 5 percent of the original contract or $100,000.00, whichever is less. When the quantity of work to be done or the quantity of material to be furnished under any major item of the contract is more than 125 percent of the quantity stated in the proposal, then either party to the contract, upon demand, shall be entitled to revised consideration on that portion of work above 125 percent of the quantity stated in the proposal. When the final quantity of work done under any major item of the contract is less than 80 percent of the quantity stated in the proposal, the adjusted unit price to apply to the final quantity of work perfouuied under the item will be determined by multiplying the unit bid price by the factor obtained from Table I. In no instance shall the product of the adjusted price and the final quantity of work exceed the product of the original contract unit price and 80 percent of the original contract quantity, and in no instance will the unit price be adjusted to more than 125 percent of the original contract unit price. TABLE I %DECREASE FACTOR %DECREASE FACTOR 20-24 1.01 60 1.13 25-28 1.02 61 1.14 29-32 1.03 62 1.15 33-35 1.04 63 1.16 36-38 1.05 64 1.17 39-41 1.06 65 1.18 42-44 1.07 66 1.19 45-47 1.08 67 1.20 48-50 1.09 68 1.21 51-53 1.10 69 1.22 54-56 1.11 70 1.23 57-59 1.12 71 1.24 72 and over 1.25 GC-14 Page 19 2. Force Account - If the change is ordered to be performed on a Force Account basis, payment will be made as follows: (1) The actual cost of: a. Labor, including foremen. b. Materials entering permanently into the work. c. The ownership or rental cost of equipment during extra work. d. Power and consumable supplies for the operation e. Insurance and Social Security and old age contributions. the time of use on the of power equipment. and unemployment (2) To the cost under (1) above there will be added a sum equal to, fifteen percent (15%) of the actual cost of the work. The fee shall be Compensation to cover the cost of supervision, overhead, the use of small tool, bond, profit and any other general expenses. (3) In the event the change is done by subcontract, the fifteen percent (15%) established in paragraph (2) shall be divided between the Contractor and Subcontractor or Subcontractors with five percent (5%) being apportioned to the Contractor and ten percent (10%) being apportioned to the Subcontractor unless some other division of the fifteen percent (15%) is stipulated in the Subcontract Agreement. 3. Supplemental Agreement. If a supplemental agreement is entered into it shall in general be based on agreed estimated cost for the items listed in paragraph (1) and (2) above. 4. An agreed Price. This method will be used only at the option of the Owner. 8.04 PARTIAL PAYMENT. The Engineer once each month will make an approximate estimate in writing of the materials in place and the amount of work performed and the value thereof. From the total amount so ascertained will be deducted ten percent (10%) to be retained until after the completion and acceptance of the entire work. In addition to be above upon presentation of copies of invoices, an estimate shall be made for payment of runty percent (90%) of the value of acceptable, nonperishable materials which are to be incorporated in the work and which have been delivered at the site of the work and have not yet been incorporated in the work. 8.05 PAYMENT WITHHELD. In addition to express provisions elsewhere contained in the contract, the Ownei may withhold from any payment otherwise due the Contractor such amount as determined necessary to protect the Owner's interest, or, if it so elects, may withhold or retain all or a portion of any progress payment or refund payment on account of: GC- 15 Page 20 control; claims; (a) unsatisfactory progress of the work not caused by conditions beyond the Contractor's (b) defective work not corrected; (c) Contractor's failure to carry out instructions or orders of the Owner or his representative; (d) a reasonable doubt that the contract can be completed for the balance then unpaid; (e) work or execution thereof not in accordance with the contract documents; (f) claim filed by or against the Contractor or reasonable evidence indicating probable filing of (g) failure of the Contractor to make payments to subcontractor or for material or labor; (h) damage to another contractor; (i) unsafe working conditions allowed to persist by the Contractor; failure of the Contractor to provide work schedules as required by the Owner; (k) use of subcontractors without the Engineer's approval; or (1) failure of the Contractor to keep current As Built record drawings at the job site, or to turn same over in completed form to the Owner. When the above grounds are removed payment shall be made for amounts withheld because of them, and Owner shall never be liable for interest on any delayed or late payment. 8.06 ACCEPTANCE AND FINAL PAYMENT. When the work provided for in the contract shall have been completed by the Contractor, and all parts of the work have been approved and accepted by the Engineer, a final estimate showing the amount of the work and the amount due the Contractor under the contract will be prepared by the Engineer. The amount of the final estimate, less any sums previously paid under the contract will be paid to the Contractor. 9.00 GUARANTEE 9.01 GUARANTEE The Contractor before final payment is made, shall furnish to the Owner a One (1) Year Maintenance Bond in the amount of one hundred percent (100%) of the construction cost to insure that the work performed under the Contract is free from faulty materials and workmanship and will remain free from faulty materials and workmanship for a period of one year from the date of acceptance by the Owner. Neither the final payment on the Contract by the Owner nor any GC- 16 Page 21 provision in the Contract or Specifications shall relieve the Contractor of responsibility for faulty materials or workmanship and, unless otherwise specified, he shall remedy any defects due thereto and pay for any damage to other work resulting therefrom, which shall appear within a period of one year from date of acceptance of the work If the Contractor fails to correct defects covered in the Contract and guarantee within thirty (30) days from receiving written notice of such defects, the Owner shall give written notice to the Surety Company issuing the Maintenance Bond and said Surety Company shall then assume full responsibility for correction of the defects in an acceptable manner and in fulfillment of the guaranteed portion of the Contract. GC-17 Page 22 TABLE OF CONTENTS FOR SPECIAL CONDITIONS 1. DEFINITION OF TERMS 1.01 ENGINEER SC-1 1.02 SUBCONTRACTOR SC-1 2. AWARD AND EXECUTION OF CONTRACT 2.04 EXECUTION OF CONTRACT, (ETC) SC-1 4. CONTROL OF THE WORK 4.01 AUTHORITY OF THE ENGINEER SC-1 4.05 CONSTRUCTION CONTROL SC-1 6. LEGAL RELATIONS AND RESPONSIBILITIES 6.01 LAWS TO BE OBSERVED ADD REPRODUCED TEXT OF PREAMBLE AND 28 TAC §110.110 SC-1-12 7. PROSECUTION AND PROGRESS 7.05 CONTRACT TIME. SC-13 7.06 LIQUIDATED DAMAGES & BONUS FOR EARLY COMPLETION SC-13 8. MEASUREMENT AND PAYMENT 8.04 PARTIAL PAYMENT.. SC-13 T-1 Page 23 SPECIAL CONDITIONS 1.00 DEFINITION OF TERMS. 1.01 ENGINEER Freese & Nichols, Inc. - Lockwood, Andrews & Newnarn, Inc. 1.02 CITY ENGINEER. The City Engineer of the City of Pearland, Texas or his authorized representatives. 1.03 CITY INSPECTOR. The City Inspector of the City of Pearland, Texas or his authorized representatives. 2.00 AWARDS AND EXECUTION OF CONTRACT 2.04 EXECUTION OF CONTRACT PERFORMANCE AND PAYMENT/MAINTENANCE OF BOND. The contract and all change orders thereto shall be executed by the City Manager, acting on the authority of the City Council of the City of Pearland. 4.00 CONTROL OF THE WORK. 4.01 AUTHORITY OF THE ENGINEER. The work will be done under the inspection of the Engineei to his satisfaction, and in accordance with the proposal, conti act, specifications and drawings. He will decide all questions which may wise as to the quality of acceptability of materials furnished and work performed, the manner of performance and rate of progress of the work, the interpretations of the specifications and drawings, and the acceptable fulfillment of the Contract on the part of the Contractor. Where the phrase ' as directed by the Engineer", "ordered by the Engineer", or' to the satisfaction of the Engineer" occurs it is to be understood that the directions, orders, or instructions to which they relate are within the limitations of the Contract documents In no case shall the terni "inspection" imply or mean "supervision." 4.05 CONSTRUCTION CONTROL Where needed for control purposes, the Engineer will confirm or locate street R.O.W. property lines. 6.00 LAWS TO BE OBSERVED 6.01 PREAMBLE TO RULE 110.110. The Texas Workers' Compensation Commission adopts new § 110.110, concerning requirements for governmental entities awarding a contract for a building or construction project, and for persons providing services on a building or construction project for a governmental entity. The new rule is adopted with changes to the proposed text published in the April 26, 1994 issue of the Texas Register (19 TexReg 3131). Subsections (a)(7) and (c)(7) were amended by adding language to further clarify who is covered by the rule. Subsections (c)(7)(J) and (e)(3) were added to clarify that a contractor or subcontractor is representing to the governmental entity SC-1 Page 24 that workers' compensation coverage is provided. Subsections (d)(8)(C) and (e)(8)(C) were added to require specific language regarding representions of coverage to be added to contracts to provide services on the project. Subsections (c)(7)(F), and (c)(7)(I)(5), (d)(5) (d)(8)(F), (e)(6), and (e)(8)(F) were amended to reduce the retention period for contractors and other persons providing services on the project from three years to one year. Subsection (g) was changed to state that this rule applies to contract advertised for bid after September 1, 1994, rather than awarded after September 1, 1994. The Texas Labor Code, §406.096, requires workers compensation insurance coverage for all persons providing services on a building or construction project for a governmental entity. The commission is aware that this statutory requirement is not being met, and this rule is designed to achieve compliance and to implement a recordkeeping process which will enable oversight of comphance. The rule does this by placing requirements on the governmental entity and on contractors and other persons providing services on a project. These requirements include coverage, certificates of coverage posted notices of coverage, and notification of changes in coverage status. The rule does not create any duty or burden on anyone which the law does not establish. The rule defines terms which apply to governmental entity building or construction projects and sets up a clear procedure for governmental entities and contractors that bid for building and construction projects to follow in complying with the requirements of the Texas Labor Code, §406.096. It also defines statute and the rule. It specifically excludes persons such as food/beverage vendors whose deliveries and labor are not permanently incorporated into the project. The rule puts persons on notice that providing false or misleading certificates of coverage, or failing to provide or maintain required coverage, or failing to report any change that materially affects the provision of coverage may subject the contractor or other persons providing services on the project to administrative penalties, civil penalties, or other civil actions. The rule requires a governmental entity to timely obtain certificates of coverage, retain them for the duration of the project plus three years, and provide them to the commission upon request and to others entitled to them by law It also requires the governmental entity, as a prerequisite to awarding a contract, and as part of the contract, to require that the contractor: provide coverage and certificates of coverage for the contractor's employees; timely obtam and provide the governmental entity all required certificates of coverage for all persons providing services on the project; retain certificates of coverage on file for the duration of the project and for one year thereafter; notify the governmental entity in writing by certified mail or personal delivery, within 10 days after the contractor knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project; post notices on each project site; and contractually require persons with whom it contracts to do the same, with the certificates of coverage to be provided to the person for whom they are providing services. The rule also sets out the language to be included in bid specifications and in contracts awarded by a governmental entity and the information required to be in the posted notice to employees. It further establishes a method for obtaining the certificates from persons providing services on the project and providing them to the governmental entity. SC-2 Page 25 It requires a contractor awarded a building or construction contract to: provide workers' compensation coverage to the contractor's employees for the duration of the project; file a certificate of coverage of the contractor's employees with the governmental entity prior to being awarded a contract; obtain and provide to the governmentalentity; certificates of coverage from each other person with whom it has contracted to provide services on the project, prior to that person beginning work on the project; obtain and provide new certificates of coverage shown on the current certificate ends during the duration of the project; retain all certificates of coverage for the duration of the project and for one year thereafter; notify the governmental entity of material changes in coverage; contractually require each other person with whom it contracts to provide a certificate of coverage; and post notices on each project site. All other persons providing services on a project have the same requirements as a contractor with the exception of posting notices and with the exception that the certificate of coverage is given to the person for whom they contracted to provide services on the project. The rule uses the term "persons providing services on the project' in lieu of the statutory term "subcontractor" because the term 'subcontractor" as used in the statue (§406.096) and in this rule is broader than standard industry usage. The use of the different tenuinology will prevent confusion. The rule does not create any duty or burden on anyone which the law does not establish. The new rule is adopted under the Texas Labor Code, §402.061, which authorizes the commission to adopt rules necessary to administer the Act, and Texas Labor Code, §406.096, which establishes requirements for governmental entities, contractors, and subcontractors ("persons providing services on the project") regarding workers' compensation coverage for workers on public building or construction proj ects. Rule 110.110 - Reporting Requirements for Building or Construction Projects for Governmental Entities (a) The following words and terms, when used in this rule, shall have the following meanings, unless the context clearly indicates otherwise. Terms not defined in this rule shall have the meaning defined in the Texas Labor Code, if so defined. (1) 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 (TWCC-81, TWCC-82, TWCC-83, or TWCC-84), showing statutory workers' compensation insurance coverage for the person's or entity's employees (including those subject to a coverage agreement) providing services on a project, for the duration of the project. (2) Building or construction - Has the meaning defined in the Texas Labor Code, §406.096(e)(1). (3) Contractor - A person bidding for or awarded a building or construction project by a governmental entity. SC-3 Page 26 (4) Coverage - Workers' compensation insurance meeting the statutory requirements of the Texas Labor Code, §401.011(44). (5) Coverage agreement - A written agreement on form TWCC-81, four TWCC-82, form TWCC-83, or form TWCC 84, filed with the Texas Workers' Compensation Commission which establishes a relationship between the parties for purposes of the Wokers' Compensation Act, pursuant to the Texas Labor Code, Chapter 406, Subchapters F and G as one of employer/employee and establishes who will be responsible for providing workers' compensation coverage for persons providing services on the project. (6) Duration of the project - Includes the time from the beginning of work on the project until the work on the project has been completed and accepted by the governmental entity. (7) Persons providing services on the project ("subcontractor" in §406.096 of the Act) - Includes all 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 the contractor and regardless of whether that person has employees. This includes but is not limited to independent contractors, subcontractors, leasing companies, motor carriers, owner -operators, employees of any such entity, or employees of any entity furnishing persons to perform services on the project. "Services" includes but is not limited to 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. (8) Project - Includes the provision of all services related to a building or construction contract for a governmental entity. (b) Providing or causing to be provided a certificate of coverage pursuant to this rule is a representation by the insured that all employees of the insured who are providing services on the project are covered by workers compensation coverage, that the coverage is based on proper reporting of classification codes and payroll amounts, and that all coverage agreements have been 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 certificates of coverage, or failing to provide or maintain required coverage, or failing to report any change that materially affects the provision of coverage may subject the contractor or other person providing services on the project to administrative penalties, criminal penalties, civil penalties, or other civil actions. (c) A governmental entity that enters into a building or construction contract on a project shall: SC-4 Page 27 (1) include in the bid specifications, all the provisions of subsection (d) of this rule, using the language required by paragraph (7) of this subsection; (2) as part of the contract, using the language required by paragraph (7) of this subsection, require the contractor to perform as required in subsection (d) of this rule; (3) obtain from the contractor a certificate of coverage for each person providing services of the project, prior to that person beginning work on the project; (4) obtain from the contractor a new certificate of coverage showing extension of coverage: (5) (A) before the end of the current coverage period, if the contractor s current certificate of coverage shows that the coverage period ends during the duration of the project, and (B) no later than seven days after the expiration of the coverage for each other person providing services on the project whose current certificate shows that the coverage period ends during the duration of the project; retain certificates of coverage on file for the duration of the project and for three years thereafter; (6) provide a copy of the certificates of coverage to the commission upon request and to any person entitled to them by law; and (7) use the following language for bid specifications and contracts, without any additional words or changes, except those i equired to accommodate the specific document m which they are contained or to impose stricter standards of documentation in Figure 1: (Figure 1) Article . 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 (TWCC-81, 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. Page 28 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 accepted by the governmental entity. Persons providing services on the project ('subcontractor" in §406.096) - includes all 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 the contractor and regardless of whether that person has employees. This includes, without limitation, independent contractors, subcontractors, leasing companies, motor carriers, owner -operators, 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, Section 401.011(44) for all employees of the contractor providing services on the project, for the duration of the project. C. The Contractoi must provide a certificate of coverage to the governmental entity 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 governmental entity showing that coverage has been extended. E The contractor shall obtain from each person providing services on a project, and provide to the governmental entity: (1) a certificate of coverage, prior to that person beginning work on the project, so the governmental entity will have on file certificates of coverage showing coverage for all persons providing services on the project; and (2) no later than seven days after receipt by the contractor, 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. Page 29 G. The contractor shall notify the governmental entity in writing by certified mail or personal delivery, within 10 days after the contractor knew or should have known, of any change that materially affects 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. I. The contractor shall contractually require each person with whom it contracts to provide services on a project, to: (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, Section 401.011(44) 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 proj ect; (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 proj ect; (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 governmental entity in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any Page 30 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 governmental entity 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 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 commissions' 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 governmental entity to declare the contract void if the contractor does not remedy the breach within ten days after receipt of notice of breach from the governmental entity. (d) A contractor shall: SC-8 (1) provide coverage for its employees providing services on a project, for the duration of the project based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements; (2) provide a certificate of coverage showing workers' compensation coverage to the governmental entity prior to beginning work on the project; (3) provide the governmental entity, prior to the end of the coverage period, a new certificate of coverage showing extension of coverage if the coverage period shown on the contractor's current certificate of coverage ends during the duration of the project; (4) obtain from each person providing services on a project, and provide to the governmental entity: (A) a certificate of coverage, prior to that person beginning work on the project, so the governmental entity will have on file certificates of coverage showing coverage for all persons providing services on the project; and Page 31 (B) no later than seven days after receipt by the contractor, 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; (5) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (6) notify the governmental entity in writing by certified mail or personal delivery, within 10 days after the contractor knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project; (7) (8) post a notice on each project site informing all persons providing services on the project that they are required to be covered and stating how a person may verify current coverage and report failure to provide coverage. This notice does not satisfy other posting requirements imposed by the Act or other commission rules. This notice must be printed with a title in at least 30 point bold type and text in at least 19 point normal type, and shall be in both English and Spanish and any other language common to the worker population. The text for the notices shall be the following text in Figure 2 provided by the commission on the sample notice, without any additional words or changes: (Figure 2) REQUIRED WORKFRS' 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 material, or providing labor or transportation or their 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." contractually require each person with whom it contracts to provide services on a project, to: (A) provide coverage based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements for all of its employees providing services on the project, for the duration of the project; SC-9 Page 32 (B) provide a certificate of coverage to the contractor prior to that person beginning work on the project; (C) include in all contracts to provide services on the project the language in subsection (e)(3) of this rule; (D) 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; (E) obtain from each other person with whom it contracts, and provide to the contractor: (i) a certificate of coverage, prior to the other person beginning work on the project; and (ii) prior to the end of the coverage period, a new certificate of coverage showing extension of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (F) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (G) notify the governmental entity 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 provisions of coverage of any person providing services on the project; and (H) contractually require each other person with whore it contracts, to perform as required by paragraphs (A)-(H), with the certificate of coverage to be provided to the person for whom they are providing services. (e) A person providing services on a project, other than a contractor, shall: (1) provide coverage for its employees providing services on a project, for the duration of the project based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements; (2) provide a certificate of coverage as required by its contract to provide services on the project, prior to beginning work on the project; (3) have the following language in its contract to provide services on the project: SC-10 Page 33 "By signing this contract or providing or causing to be provided a certificate of coverage, the person signing this contract is representing to the governmental entity that all employees of the person signing this contract 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 infoiination may subject the contractor to administrative penalties, criminal penalties, civil penalties, or other civil actions." (4) provide the person for whom it is providing services on the project, prior to the end of the coverage period shown on its current certificate of coverage, a new certificate showing extension of coverage, if the coverage period shown on the certificate of coverage ends during the duration of the project; (5) obtain from each person providing services on a project under contract to it, and provide as required by its contract: (A) a certificate of coverage, prior to the other person beginning work on the project; and (B) prior to the end of the coverage period, a new certificate of coverage showing extension of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (6) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (7) notify the governmental entity in writing by certified mail or personal delivery, of any change that materially affects the provision of coverage of any person providing services on the project and send the notice within 10 days after the person knew or should have known of the change; and (8) contractually require each other person with whom it contracts to: (A) provide coverage based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements for all of its employees providing services on the project, for the duration of the project; (B) provide a certificate of coverage to it prior to that other person beginning work on the project; Page 34 (C) include in all contracts to provide services on the project the language in subsection (e)(3) of this rule; (D) provide, prior to the end of the coverage period, a new certificate of coverage showing extension of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (E) obtain from each other person under contract to it to provide services on the project, and provide as required by its contract: (i) a certificate of coverage, prior to the other person beginning work on the project; and (ii) prior to the end of the coverage period, a new certificate of coverage showing extension of the coverage period if the coverage period shown on the current certificate of coverage ends during the duration of the contract; (F) retain all required certificates of coverage on file for the duration of the project and foi one year thereafter; (G) notify the governmental entity 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 (H) contractually require each person with whom it contracts, to perfouun as required by paragraphs (A)-(H), with the certificate of coverage to be provided to the person for whom they are providing services. If any provision of this rule or its application to any person or circumstance is held invalid, the invalidity does not affect other provisions or applications of this rule that can be given effect without the invalid provision or application, and to this end the provisions of this rule are declared to be severable. This rule is applicable for building or construction contracts advertised for bid by a governmental entity on or after September 1, 1994. Effective Date: September 1, 1994 Page 35 7.00 PROSECUTION AND PROGRESS 7.05 CONTRACT TIME. Contract time is 180 calendar days for substantial completion and 210 days to be fully complete. A "calendar day' is defined as being each and every single elapsed day, without regard to holidays, inclement weather, day of the week, or any other contingency. All time worked on holidays and other than 7:30 a.m. - 4:30 p.m. Monday through Ftiday will be overtime hours. Contractor shall pay all inspection costs for overtime work by City personnel created by Contractor's choice to worlc other than normal hours. No work will be allowed on Sundays. This contract time as defined in this proposal and other sections of the contract documents includes a certain number of rain days. Based on the Alvin Weather Center records, the average annual rain days from June 1898 to December, 1996 is 40 days, calculated from all precipitation days of record. Contractor is required to keep record of rain days at the site. Record of rain days must be accepted and signed off by the City Inspector monthly and it shall be reported on the monthly pay estimate submittals. At the end of contract, Contractor will be credited only the number of accepted rain days that exceed 40 rain days per year, or any proportionate fraction thereof. 7.06 LIQUIDATED DAMAGES Liquidated damages and bonus for early completion of entire project shall be $500.00 per calendar day. 8.00 PARTIAL PAYMENT 8.04 PARTIAL PAYMENT. Retainage shall be five percent (5 %) of amount due until after completion of work. SC-13 Page 36 SECTION G GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS GENERAL PROVISIONS, CONDITIONS, & SPECIFICATIONS TO THIS CONTRACT GENERAL PROVISIONS, CONDITIONS, & SPECIFICATIONS TO THIS CONTRACT 1. For this project a field office shall be provided in accordance with TxDOT specification Item 504 "Type C Structure, Field Office." 2. A 72 hour time interval shall be adhered to between the mixing and remixing of the lime material. 3. The City of Pearland shall pay for all lab work in this project. 4. Contractor is responsible for the staking of this project. 5. No burning of waste material will be permitted on site. All concrete pavement is to be slipformed and will contain expansion joints. 7 St. Augustine will be the required Block Sodding for this project. 8. Concrete surfaces shall receive surface finishes as called for in the plans and in accordance with TXDOT specifications Item 420.23 and Item 427. This work shall be subsidiary to the various bid items on the contract. 9. Roadway pavement reinforcing shall be #6 at 18" c-c longitudinally and #6 at 24" c-c transverse in lieu of the reinforcing as shown on TXDOT standard drawing "Jointed Reinforced Concrete Pavement Details' . 10. Roadway embankment shall have a maximum LL of 65 and PI of 35 with the top 12" being lime stabihzed with 6% lime. Non -Roadway embankment shall have a maximum LL of 65 and PI of 45. 11. Cement stabilized backfill for pipes and boxes in unpaved areas shall be up to 12" above the top of pipe or box for all sizes. Cement stabilized backfill for pipes 48 and larger and Boxes in paved areas shall be up to 12" above the top of pipe or box for all sizes. Rest of backfill shall be per Item 4 or 5 of this addendum whichever applies. 12. A 4" minimum cement stabilized bedding will be provided below all pipes and boxes. 13. The limits of pay for cement stabilized backfill shall be to 1 FT outside the pipe or box for all sizes in lieu of what is shown on the TxDOT standard "Excavation & Backfrll Diagrams. 1/3 14. For this project no galvanized inlet grates or manhole lids will be used. 15. Inlets and manholes shall be only pre -cast or cast -in -place. 16. No steps will be required in inlets or manholes. 17. Manhole lids shall bear the City of Pearland emblem. 18. All concrete pavements are to have a Carpet Drag surface texturing in lieu of a Tined surface. 19. Membrane Curing instead of Polyethylene Film Curing shall be used on this project. 20. Concrete deck panels shall be used for the construction of the bridge decks. 21. No temporary bridging will be permitted across Clear Creek. 22. Access across project limits from Sta. 88+00 to Sta. 116+00 shall be coordinated with other contractors working in that area. 23. The existing Haul road off of Old Alvin Rd may be used as an access even though the bridge crossing at Hickory Slough & Old Alvin is a load zoned structure. 24. This Project is subject to conditions of a Corps of Engineers Permit attached as Appendix "B". Contractor shall perform his work without adverse impact to restricted and jurisdictional areas 25. The limits of construction are restricted to a 150 FT width in the area of the bridge and wetland areas (see C 0 E permit in Appendix "B" for exact locations and stations). 26. Haul roads, equipment staging areas, and borrow and disposal sites will require Corps of Engineers approval prior to initiating the activity. 27. Any necessary land clearing of forested wetlands from sta. 169+00 to 170+20 and from 163+20 to 165+00 shall be done using chain saw or hydro axe or other methods approved by the Engineer. 28. A Nationwide Peitnit 33 for a portion of the project is currently in progress with the Corps of Engineers and is anticipated to be completed by the time of construction. However, contractor is advised that possible delay m the peunit might require changes to sequence of construction. There shall be no additional cost to the Owner if this occurs. 2/3 29. Contractor should note that construction of northbound lanes is currently under construction. Coordinations with other contractors will be required and should be taken into account. Additionally, the southbound lanes contractor shall perform and manage his work so as not to adversely impact other construction currently underway. 30. Contractor is advised that a signal design is currently underway by TxDOT for the Beltway 8 intersection (East and Westbound). This work will be either constructed as a change order to this project or independent of it, as Owner deems advantages to the overall cost of the project. 31. The scope of work for pavement marking and signage for this project might change depending on the cunent construction of northbound lanes. Final quantities for various related bid items might change as a result. The reduction in quantities shall be done without changes to related unit prices. 3/3 SPECIAL PROVISIONS SPECIAL PROVISION CERTIFICATION OF NPDES PERMIT The Contractor, and all subcontractors who are to implement any measure identified on the Storm Water Pollution Prevention Plan, will be required to sign a copy of the following certification statement no later than 48 hours prior to beginning work: 'I certify under penalty of law that I understand the terms and conditions of the general National Pollutant Discharge Elimination System (NPDES) permit that authorizes the swim water discharges associated with industrial activity from the construction site identified as part of this certification." In the event that the Contractor fails to comply with this requirement, the Contractor will be considered in default of contract, and the City will exercise the provisions of Article 8.7. The Contractor must file N.O I. with a copy sent to Engineer. 1/1 SPECIAL PROVISION TO ITEM 1 1993 TXDOT STANDARD SPECIFICATIONS DEFINITION OF TERMS For this project, Item 1, "Definition of Ter 's", of the TxDOT Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 1.4. Bidder is voided and replaced by the following: 1.4. Bidder. An individual, partnership, limited liability company, corporation or any combination thereof submitting a proposal. Article 1.6. Certificate of Insurance is voided and replaced by the following: 1.6. Certificate of Insurance. The bonding company's standard form covering the requirements stated in the contract. Article 1.7. Commission is voided and replaced by the following: 1.7. Owner. The City of Pearland, Texas. Article 1.14. Contract is voided and replaced by the following: 1.14. Contract. The agreement between the City and the Contractor covering the furnishing of materials and performance of the work. The contract will include, but not be limited to the Plans, Standard Specification incorporated by reference, Special Provisions, Special Specifications, Contract Bonds, Supplemental Agreements and Change Orders. Article 1.20. Department is voided and replaced by the following: 1.20. Owner. The City of Pearland, Texas 1/3 Article 1.22. Engineers is voided and replaced by the following: 1.22. Engineer. Walsh/Freese & Nichols, Inc. — Lockwood, Andrews & Newnam, Inc. Article 1.33 Letting Official is voided and replaced by the following: 1.33 Letting Official. City Manager or City employee empowered by the City Manager to officially close the receipt of bids at an advertised letting. Article 1.60. State is voided and replaced by the following: 1.60. City. The City of Pearland, Party of the First Part. Article 1.65. Supplemental Agreements is supplemented by the following: A supplemental agreement will be used by the City whenever the modifications include: (1) assignment of the contract from one entity to another, (2) change the name of the contractor, (3) an agreement with the surety to complete a defaulted contract, or (4) other cases desired by the City. Article 1.72. Working Day is voided and replaced by the following: 1.72. Working Day. A working day is defined as a calendar day, including Saturdays, Sundays and holidays except for the following legal City holidays: January 1st, the last Monday in May, July 4th the first Monday in September, the fourth Thursday and fourth Friday of November, and December 25th. Time will be charged for all other days unless Owner determines that completion of the principal units of work was delayed as a result of unforeseeable causes beyond the control and without fault or negligence of the Contractor, Subcontractors or suppliers, including but not restricted to, acts of God, the public enemy, fires, floods, epidemics, quarantine restrictions, strikes, freight embargoes and severe weather. Work on the seven legal holidays listed above will not be permitted except in cases of extreme emergency or when the safety of the Contractor's forces and/or the travehng public would be significantly improved, and then only with the written permission of the Engineer. If work is 2/3 permitted on the seven legal holidays listed above, working time will be charged on the same basis as described above. This item is supplemented by the following: 1.74. Mathematically Unbalanced Bid. A bid containing lump sum or unit bid items which do not reflect reasonable actual costs plus a reasonable proportionate share of the bidder's anticipated profit, overhead costs and other indirect costs. 1,75. Materially Unbalanced Bid. A bid which generates a reasonable doubt that award to the bidder submitting a mathematically unbalanced bid will result in the lowest ultimate cost to the City. 1.76. Change Order. A written description by the City covering modifications to the original contract necessary to complete the contracted work. 1.77. Subcontractor. An individual, partnership limited liability company, corporation or any combination thereof to which the Contractor sublets, or proposes to sublet, any portion of the contract. 1.78. Bidding Capacity. The maximum dollar value a Contractor may have under contract at any given time. 1.79. Available Bidding Capacity. Bidding capacity less uncompleted work under contract. 3/3 SPECIAL PROVISION TO ITEM 2 1993 TXDOT STANDARD SPECIFICATIONS INSTRUCTION TO BIDDERS For this project, Item 2 of TxDOT Standard Specifications is voided and replaced with the City of Pearland "Instruction to Bidder" included in Section B of this document. SPECIAL PROVISION TO ITEM 3 1993 TXDOT STANDARD SPECIFICATIONS AWARD AND EXECUTION OF CONTRACT For this project, Item 3, "Award and Execution of Contract", of the Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this item is waived or changed hereby. Article 3.2. Award of Contract is voided and replaced by the following: 3.2. Award of Contract. The award, if it is made, will be made within 30 days after the opening of the proposal. The City of Pearland reserves the right to reject any or all bids submitted, or to award the Contract to the Bidder who, in the City's opinion, offers the most advantageous bid for the purpose intended. Article 3.7. Beginning of Work is supplemented by the following: The Contractor and all subcontractors implementing any measure identified on the Stoiin Water Pollution Prevention Plan must submit to the Engineer a signed copy of the certification statement as described in Part IV E 2 of the National Pollutant Discharge Elimination System permit (40 CFR Part 122) and in the special provision, "Certification of NPDES Permit", no later than 48 hours prior to beginning work. The Contractor must participate in a pre -construction conference before work can begin, at which time these certifications will be required. SPECIAL PROVISION TO ITEM 4 1993 TXDOT STANDARD SPECIFICATIONS SCOPE OF WORK For this project, Item 4, "Scope of Work", of the Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 4.3. Extra Work is voided and replaced by the following: 4.3. Extra Work. Before any extra work is begun, a "Change Order" shall be executed SPECIAL PROVISION TO ITEM 6 1993 TXDOT STANDARD SPECII{ICATIONS CONTROL OF MATERIALS For this project, Item 6, "Control of Materials", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 6.1. Sources of Supply and Quality of Materials is supplemented by the following: The Contractor shall furnish the Engineer within 15 days after execution of contract with a copy of purchase order fiom the manufacturer(s) from whom the Contractor proposes to purchase the signal controllers, signal heads, signal poles, and/or light poles showing the approximate delivery date. Approval for any exception to this requirement shall be obtained from the Engineer in writing before the expiration of the 15-day time limit. The following article is added. 6.10. Damaged Equipment and Materials Equipment and materials damaged before final acceptance to the extent that they are not deemed satisfactory by the Engineer shall be replaced at the Contractor's entire expense. SPECIAL PROVISION TO ITEM 7 1993 TXDOT STANDARD SPECIFICATIONS LEGAL RELATIONS AND RESPONS1t3IL,IT1 H S TO THE PUBLIC For this project, Item 7, "Legal Relations and Responsibilities to the Public", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 7.4. Insurance is voided and replaced by provisions stated in Item 2.07 of General Conditions of Agreement between the City and the Contractor. SPECIAL PROVISION TO ITEM 8 1993 TXDOT STANDARD SPEC11iICATIONS PROSECUTION AND PROGRESS For this project, Item 8, "Prosecution and Progress", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 8.1. Assigning of Contract Subcontracting, Subarticle (1) Assigning of Contract, is voided and replaced by the followings (1) Assigning of Contract. The Contractor will not be permitted to assign, sell, transfer or otherwise dispose of the contract or any portion thereof or his rights, title or interest therein without the approval of the City. Any assignment proposed by the Contractor must be deemed justified or legally acceptable by the City. Subarticle (2) Subcontracting is supplemented by the followings No subcontractor who is to implement any measure identified on the Storer Water Pollution Prevention Plan, will be approved for work until the subcontractor has submitted a signed copy of the certification statement described in Part IV E 2 of the National Pollutant Discharge Elimination System (NPDES) permit (40 CFR Part 122) and in the special provision, 'Certification of NPDES Permit". If an approved subcontractor does not comply with the provisions of the NPDES permit, approval may be revoked. Article 8.2 Protection of Work is supplemented by the following: The Contractor, and all subcontractor implementing any measure identified on the Storm Water Pollution Prevention Plan must submit to the Engineer a signed copy of the certification statement as described in Part IV.E.2 of the NPDES permit (40 CFR Part 122) no later than 48 hours prior to beginning work. SPECIAL PROVISION TO ITEM 164 1993 TXDOT STANDARD SPECIFICATIONS SEEDING FOR EROSION CONTROL For this project, Item 164, "Seeding for Erosion Control", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 164.2. Materials, Subarticle (1) Seed, Table 1A, List of Selected Grass Species with Their Scientific and Common Names is modified as follows: The grass specie with the scientific name "Bouteloua eriopoda" and the common name "Black Grama" is voided and replaced with the scientific name "Sprorobolus airoides" and the common name "Alkali Sacaton". 1/1 SPECIAL PROVISION TO ITEM 164 1993 TXDOT STANDARD SPECIFICATIONS SEEDING FOR EROSION CONTROL For this project, Item 164, "Seeding for Erosion Control", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 164.2. Materials, Subarticle (1) Seed, Table 1A, List of Selected Grass Species with Their Scientific and Common Names is modified as follows: The grass specie with the scientific name "Bouteloua eriopoda" and the common name "Black Grama" is voided and replaced with the scientific name "Sprorobolus airoides" and the common name "Alkali Sacaton". 1/1 SPECIAL PROVISION TO ITEM 166 1993 TXDOT STANDARD SPECIFICATIONS FERTILi7ER For this project, Item 166, ' Fertilizer', of the Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 166.2. Materials. The last paragraph is voided and replaced by the following: Unless otherwise specified on the plans, the Contractor shall furnish a complete fertilizer, one which contains appropriate percentage of Nitrogen (N), Phosphoric acid (p) and Potash (k) nutrients. Article 166.3 Construction Methods is voided and replaced by the following: 166.3 Construction Methods. Fertilizer shall be in an acceptable condition for distribution and shall be applied uniformly over the specified area at the bulk rate which will equal 100 pounds of Nitrogen (N) per acre. Distribution of fertilizer for the particular item of work shall be approved by the Engineer. Article 166.4. Measurement is voided and replaced by the following: 166.4 Measurement. When fertilizer is specified on the plans to be a pay item, work and acceptable material for "Fertilizer" will be measured by the acre of surface area covered, complete and in place. Article 166.5. Payment. The last paragraph is voided and replaced by the following: When fertilizer is specified on the plans to be a pay item, the work performed and materials furnished and measured as provided under 'Measurement will be paid for at the unit price bid for "Fertilizer". This price shall be full compensation for furnishing all matenals and performing all operations necessary to complete the work. 1/1 SPECIAL PROVISION TO ITEM 260 1993 TXDOT STANDARD SPECWICATIONS LIME TREATMENT FOR MATERIALS.USED AS SUBGRADE (ROAD MIX) For this project, Item 260, "Lime Treatment For Materials Used as Subgrade (Road Mix)", of the Standard Specifications, it is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 260.1. Description. is voided and replaced by the following* 260.1. Description. This Item shall govern for treating the new or existing subgrade, the existing pavement structure or a combination thereof to be used as subgrade by pulverizing, adding only Type "A: lime, mixing, and compacting the mixed material as specified in this Item. Article 260.5. Tolerances, Subarticle (2) Grade Tolerances is voided and replaced by the following: (2) Grade Tolerances. Finished grade tolerances shall be in accordance with Subarticle 132.4. 1/1 SPECIAL PROVISION TO ITEM 276 1993 TXDOT STANDARD SPECIFICATION PORTLAND CEMENT TREATED BASE (PLANT MIXED) For this project, Item 276, "Portland Cement Treated Base (Plant Mixed)", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 276.8. Measurement. The first sentence is voided and replaced by the following: This Item will be measured by the method described as either Class 1, 2, 3, 4, 5 or 6 as follows and as specified on the plans. Article 276.8. Measurement is supplemented by the following: (6) Class 6. Cement treated base will be measured by the cubic yard of completed and accepted cement treated base. Measurement will be made by the method of average end areas of authorized work. Article 276.8. Payment, Subarticle (6) General is renumbered Subarticle (7). Article 276.9. Payment is supplemented by the following: (6) Measurement Class 6 will be paid for at the unit price bid per cubic yard for ACement Treated Base@ of the strength, flexible base type and grade, and measurement class specified. Article 276.9. Payment, Subarticle (7) General. The first paragraph is voided and replaced by the following: For Measurement Classes 1, 2, 5 and 6, the unit price bid will be full compensation for furnishing all materials, mixing, placing, compaction, finishing, curing, tools, equipment and all incidentals necessary to complete the work. 1/1 SPECIAL PROVISION TO ITEM 300 1993 TXDOT STANDARD SPECIFICATIONS ASPHALTS, OILS AND EMULSIONS For this project, Item 300, "Asphalts, Oils and Emulsions", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 300.2 Materials Subarticle (2) Latex Modified Asphalt Section (b) Latex Modified Asphalt Cement, is voided and replaced by the following: (B) Latex Modified Asphalt Cement. The latex modified asphalt cement shall consist of an AC- 5, AC-10 or AC-20 asphalt cement in accordance with Subarticle 300.2. (1) to which a styrene- butadiene rubber latex has been added. The amount shown is based on latex solids in the finished asphalt cement/latex additive blend. Possible combinations and their inteneded uses are as follows: Material Use AC-5 + 2% latex solids Surface treatments AC-10 + 2% latex solids Surface treatments or asphaltic concrete AC-10 + 3% latex solids Asphaltic concrete AC-10 + 3% latex solids Asphaltic concrete where maximum high (High viscosity blend) temperature toughness is needed. AC-20 + 3% latex solids Asphaltic concrete where maximum high temperature toughness is needed. The finished asphalt cement/latex additive blend shall be smooth, homogeneous, and comply with the requirements in Table 2. TABLE 2 Type -Grade • Property Hiaimum•SBR content, percent by wt. solids(IR determination)* Penetration 100 5 sec, 77 F, min AC-5 2% Latex Solids 2.0 120 AC-10 2X Latex Solids 2.0 80 AC-10 + 3% Latex Solids 3.0 75 AC-10 ' AC-20 + + 3% Latex 3% Latex Solids Solids (High Vise. Blend) 3.0 75 3.0 50 • Viscosity,.140 F, Poise, minimum Viscosity, 275 F, Poise, maximum Ductility, 39.2 F, 1 cm/min, cm, minimum Ductility, 39.2 F, 5 cm/min, cm, minimum Separation of Polymer after 48 hrs. at 325 F** 700 7.0 70 none 1300 8.0 60 none 1600 12.0 100 none 2300. 12.0 100 IMO none 4000 20.0 70 none * The asphalt supplier shall furnish the Department with samples of the asphalt cement and latex emulsion used in making the finished product. ** Separation testing will not be requited when the latex additive is introduced separately at the mix plant by injection into the asphalt line. 2/2 SPECIAL PROVISION TO ITEM 300 1993 TXDOT STANDARD SPECIFICATIONS ASPHALTS, OILS AND EMULSIONS For this project, Item 300, "Asphalts, Oils and Emulsions", of the Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 300.2. Materials is supplemented by the following: (10) Styrene-Butadiene Stryene fSBS) Rubber Modified Asphalt Cement. This material shall consist of an asphalt cement to which has been added a minimum of three percent by weight styrene-butadiene block copolymer. The SBS block copolymer may be pre -blended with a rubber processing oil (up to a 1:1 ratio of rubber to oil) to aid in solution of the rubber in the asphalt. The finished asphalt -rubber blend shall be smooth and homogeneous and shall comply with the following requirements: Property AC-SBS Blend Minimum SBS Block Copolymer Content, percent by weight (IR determination). Penetration, 100g, 5 sec, 77F: min. max. Viscosity, 140 F, poise, minimum. Viscosity, 275 F, poise, maximum. Ductility, 39.2 F, 5 cm/min, cm, minimum. Retained Penetration Ratio (TFOT Residue Pen, 77 F) (Original Pen 77 F) Separation of Polymer, 325 F, 48 hrs. * Material AC-15 P AC-30 P AC-45 P min. max. • AC-15P AC-30P AC-45P 1/3 3 0 100 150 1500 8.0 40 0.60 1.00 NONE 3.0 75 99 3000 10.0 25 0.60 0.90 NONE Use Surface Treatments Asphaltic Concrete Asphaltic Concrete 3.0 50 74 4500 14.0 15 0.60 0.90 NONE * A 350 gram sample of the asphalt-SBS blend is stored for 48 hours at 325 F. Upon completion of storage time the sample is visually examined for separation of polymer from the asphalt (smoothness and homogeneity) If a question still exists about the separation of polymer a sample will be taken from the top and bottom for Infrared Spectroscoppy analysis to determine actual polymer contents. A difference of 0.4% or more between top and bottom concentration levels constitutes separation. (11) Ethylene Vinyl Acetate (EVA) Modified Asphalt Cement. This material shall consist of an asphalt cement to which has been added a minimum of three percent by weight ethylene vinyl acetate. The finished asphalt-EVA blend shall be smooth, homogeneous and comply with the following requirements: Property Requirement Penetration, 100G, 5 Sec, 77F; Min. 40 Penetration, 200G, 60 Sec, 39.2 F, Min. 16 Softening Point, R. & B., F, Min. 140 Viscosity, 275 F, Poise, Maximum 12.0 Flash Point, COC, F, Minimum 450 Separation of Polymer, 325 F, 48 Hrs. * None * A 350 gram sample of the asphalt-EVA blend is stored for 48 hours at 325 F. Upon completion of the storage time the sample is visually examined for separation of Polymer from the asphalt (smoothness and homogeneity). If a question still exists about the separation of polymer a sample will be taken from the top and bottom for infrared spectroscopy analysis to determine actual polymer contents. A difference of 0.4% or more between top and bottom concentration levels constitutes separation. 2/3 Article 300.3 Storage, Heating and Application Temperatures. Table 10 is supplemented by the following: Recommended Type -Grade Range, F All AC-SBS blendes 300-360 All AC-EVA blends Maximum Allowable, F 375 Heating and Storage Maximum, F 375** 350*** ** Maximum temperature for storage for the asphalt supplier or the Contractor shall be 360 F. For AC-15P designated for surface treatment work, the temperature may be increased to a maximum of 375 F by the supplier loading through an in -line heater, or with the Engineer's permission, these materials may be heated to a maximum of 375 F by the Contractor just prior to application. In any case, the heating, storage and application temperatures used shall be the lowest temperatures practical. *** EVA modified asphalt shall be circulated or agitated for a minimum of one hour per day to insure uniformity. If idle periods exceeding 72 hours are experienced, storage temperature shall be reduced to 325 F or less. 3/3 SPECIAL PROVISION TO ITEM 300 1993 TXDOT STANDARD SPECIFICATIONS ASPHALTS, OILS AND EMULSIONS For this project, Item 300, "Asphalts, Oils and Emulsions", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 300.2. Materials is supplemented by the following: (10) Low Density Polyethylene (LDPE) Modified Asphalt Cement. This material shall consist of either AC-10 or AC-20 confoiining to the requirements in Table 1 to which recycled low density polyethylene (LDPE) has been added at a rate of at least five (5) percent by weight of total polyethylene modified asphalt cement. The LDPE shall be incorporated into the base asphalt cement using a high -shear blending process to ensure homogenous dispersion. The supplier shall provide a certified test report showing the LDPE conforms to the following: Test Property Melt Index Density Melting Point Criterion 0.5 - 15.0 0.910 min. 0.950 max. 110-135 C Specification ASTM D1238 ASTM D792 The supplier shall furnish the Department with samples of the polymer and base asphalt proposed for use. The LDPE modified asphalt cement shall comply with the following requirements: Property LDPE content Minimum percent by weight* Viscosity, 60 C, poise, minimum Softening Point, R&B, C, minimum Penetration, dmm, 25 C, 100 g, 5 sec Minimum Maximum 1/2 Specification Requirement AC-10 Base AC-20 Base with LDPE with LDPE 5.0 3,000 55 5.0 6,000 60 40 25 90 55 Penetration, dmm, 4 C, 200 g, 60 sec Minimum 20 15 Minimum Retained Penetration Ratio (TFOT Residue Pen)/(Original Pen) 0.6 0.6 Flash Point, COC, Minimum, C 232 232 Solubility m Trichloroethylene, Percent minimum 93.0 93.0 * The LDPE content of the polyethylene modified asphalt cement shall be certified by the supplier, and may be verified using either gravimetric analysis or FTH{ spectroscopy. Article 300.3 Storage, Heating and Application Temperatures. Table 10 is supplemented by the following: The LDPE modified asphalt cement shall be stored in heated tanks which are equipped with constant mechanical agitation to insure uniformity of dispersion of the LDPE modified asphalt cement until used to produce asphalt concrete. Type -Grade Recommended Maximum Heating and Mixing Allowable, Storage Range, C C Maximum, C LDPE modified asphalt cement All grades 149-163 177 177 SPECIAL PROVISION TO ITEM 300 1993 TXDOT STANDARD SPECIFICATIONS ASPHALTS, OILS AND EMULSIONS For this project, Item 300, "Asphalts, Oils and Emulsions", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 300.2. Materials, Subarticle (4) Emulsified Asphalt is supplemented by the following: Type. Grade. Slow Setting. PCE Description. PCE shall be a slow curing anionic or cationic emulsion of a petroleum based material in water. The supplier must state whether the material supplied is cationic or anionic. PCE may be used for the following purposes. priming of base materials, curing seal for stabilized base materials, and erosion control applications (dust control, soil surface stabilization, or mulch binder). PCE may be diluted with water to achieve the desired concentration of residual. The following maximum rates may be used as guidelines. Use Priming of Base Materials Curing Seal Erosion Control Properties Viscosity, Saybolt Furol, 25c, sec. Sieve Test, ; % Miscibility Residue by Evaporation, % by Wt. ** Tests on Residue from Evaporation Flash Point, C.O.C. C Kinematic Viscosity, 60 C, cst Recommended Maximum Dilution Rate (1) part PCE to (3) parts water (1) part PCE to (3) parts water (1) part PCE to (7) parts water Min Max 10 100 0.1 Passing 60 200 100 350 * Miscibility shall be determined in accordance with ASTM D244, except the dilution 1/2 shall use 350 ml of distilled or deionized water and a 1000 ml beaker. *# Residue by Evaporation shall be determined according to ASTM D244, except that the sample shall remain in the oven until foaming ceases, then cooled and weighed Each shipment of PCE destined for use on a Department project shall be accompanied by the following: 1) a copy of a laboratory report, from an analytical laboratory approved by the Engineer, signed by an authorized laboratory official, indicating that the material, as represented by the producer's current ingredients and formulation, does not meet any of the characteristics of a Resource Conservation and Recovery Act (RCRA) hazardous waste. (Any change in product ingredients or formulation will require retesting.), 2) a certification from the producer, signed by an authorized company official, stating that the product formulation supplied conforms to that tested by the analytical laboratory, and that no listed RCRA hazardous waste or Polychlorinated Biphenyls (PCB s) have been mixed with the product, and 3) a Material Safety Data Sheet for the product. SPECIAL PROVISION TO ITEM 340 1993 TXDOT STANDARD SPECIFICATIONS HOT MIX ASPHALTIC CONCRETE PAVEMENT For this project, Item 340, "Hot Mix Asphaltic Concrete Pavement", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this of this Item are waived or changed hereby. Article 340.2. Materials, Subarticle (1) Aggregate, Section (a) Coarse Aggregate is supplemented by the following: Aggregates with a satisfactory skid history that do not meet the minimum polish value or RSPV requirement may be used on this project. A list of aggregate sources with an acceptable skid history is available from the Engineer. Article 340 4 Equipment, Subarticle (7) Rollers, Section (a) Pneumatic -Tire Roller is voided and replaced by the following: (A) Pneumatic -Tire Roller. The roller shall be an acceptable medium pneumatic tire roller conforming to the requirements of Item 213, Rolling (Pneumatic Tire)", Type A, unless otherwise specified on the plans. Pneumatic -tire rollers used for compaction shall provide a minimum 80psi ground contact pressure. When used for kneading and sealing the surface only, they shall provide a minimum of 55 psi ground contact pressure. 1/1 SPECIAL PROVISION TO ITEM 360 1993 TXDOT STANDARD SPECIFICATIONS CONCRETE PAVEMENT For this project, Item 360, "Concrete Pavement", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 360.3 Materials, Subarticle (2) Joint Sealants and Fillers is supplemented by the following: The pressure -relief -joint filler shall be a closed cell, cross -linked expanded foam material manufactured fiom ethylene vinyl acetate. The material shall withstand 50 percent compression, and when epoxied in place, 25 percent tension without damage to its original properties. The material shall be gray in color and supplied in the size shown on the plans. Epoxy bonder used to bond the material into place shall be as recommended by the joint material manufacturer. Article 360.3. Materials, Subarticle (6) Curing Materials is supplemented by the following: (a) Cotton mats shall be composed of a single layer of cotton filler completely enclosed in a cover of cotton cloth. The cotton filler shall be of low grade cotton cotton linters or such cotton waste as comber noils or card flat strips. The mats shall contain not less than 3/4 of a pound of cotton filler per square yard of mat uniformly distributed. The cotton cloth used for covering materials shall weigh not less than six (6) ounces per square yard. All mats shall be stitched longitudinally with continuous parallel rows of stitching at intervals of not more than four (4) inches or shall be tufted both transversely and longitudinally at intervals of not more than three (3) inches. The sewing or tufting shall not be done so tightly that the mat will not contact the surface of the pavement at all points when saturated with water. To insure the complete covering of the pavement where the mats fit together, there shall be a flap extending all along one side of each mat. This flap shall be composed of two thicknesses of the cover material and shall be at least six (6) inches in width. Each mat, after shrinkage, shall be at least six (6) inches longer than the width of the pavement to be cured. (b) Waterproofed paper used for the curing of concrete pavement shall be of a type and quality approved by the Engineer. It shall be sufficiently strong and tough to permit its use under the conditions existing on highway paving work without being torn or otherwise rendered unfit for 1/4 the purpose during the curing period. The paper covering shall be maintained in place continuously for not less than the specified curing period. Article 360.4. Equipment, Subarticle (3) Mixer is supplemented by the following: If central mixed concrete issued on the project, the Contractor shall provide equipment designed to provide uniform distribution of the concrete for the full width between pavement forms without segregation. Article 360.4. Equipment, Subarticle (4) Hauling Equipment, Section (a) Wet Batch (Central Mixed) Hauling Equipment is supplemented by the following: Batch hauling equipment for the transportation of measured materials from the batching plant to the mixer shall be equipped with tight covers and shall be used when directed by the Engineer to prevent excessive evaporation of moisture or any loss of material. Article 360.4. Equipment, Subarticle (9) Slipfonu Paver is supplemented by the following: Locations inaccessible to a traveling paver or locations having horizontal or vertical curvature that a paver cannot negotiate shall be paved using conventional means. Article 360 4 Equipment, Subarticle (10) Floats is supplemented by the following: A transverse drag float may be used. Article 360.9. Joints, Subarticle (2) Expansion Joints is supplemented by the following: When pressure relief joint material is specified on the plans, the joint opening shall be formed according to the dimensions shown on the plans. After fool's are removed and the joint opening is cleared of debris, the pressure -relief -joint material shall be installed in the joint opening using such lubricating and adhesive materials as recommended by the manufacturer. Adhesive materials shall provide a watertight bond between the joint material and the face of the concrete pavement on each side of the joint. Article 360.11. Curing, Subarticle (2) Polyethylene Film curing is supplemented by the following: The film shall be prepared to form blankets of sufficient width to cover the entire surface and both edges of the pavement slab. All joints in the blankets occasioned by joining film sheets shall lap not less than 12 inches. Article 360.11. Curing, Subarticle (3) Membrane Curing. The first paragraph is voided and replaced by the following: 2/4 (5) Cotton Mat Curing. Immediately after the finishing of the surface has been completed and the concrete has taken its initial set, the surface shall be completely covered with cotton mats, throughly saturated before application, in such manner that they will contact the surface of the pavement equally at all points Immediately upon removal of side forms drainage shall be established as specified, and the pavement edges completely covered with either saturated cotton mats or saturated earth. The cotton mats shall remain on the pavement for not less than the specified curing period and shall be kept saturated so that , when lightly compressed, water will drip freely from them Earth banked against pavement edges, or cotton mat covering of edges, shall be kept saturated (6) Waterproofed Paper Curing. Immediately after the finishing of the surface has been completed and the concrete has taken its initial set, it shall be wetted with water applied in the form of a fine spray and covered with waterproofed paper so placed and weighted as to cause it to remain in intimate contact with the surface. The paper covering shall be maintained in place continuously for not less than the specified curing period. The waterproofedpaper shall be prepared to form blankets of sufficient width to cover the entire surface and both edges of the pavement slab, and such blankets shall not be more than 60 feet in length. All joints in the blankets occasioned by joining paper sheets shall lap not less than five (5) inches and shall be securely sealed with asphalt cement having a melting point of approximately 180 F. Blankets shall be placed to secure an overlap of at least 12 inches, and this lap securely weighted to foiin a closed joint. The waterproofed paper blankets shall be adequately weighted to prevent displacement or billowing due to wind and the paper folded down over the side of the pavement shall be secured by a continuous bank of earth. Plowing of this windrow into place will not be permitted. All tears or holes appearing in the paper during the curing period shall be immediately repaired by cementing patches over such defects. It shall be Contractor's responsibility to prevent damage to the paper blankets which would affect their serviceability and effectiveness as a concrete curing method. Blankets may be rejected by the Engineer at any time when, in his opinion, they do not provide an airtight covering. Paper blankets rejected on account of pinholes or minor tears may be continued in service by folding the blanket over lengthwise, first thoroughly spraying one-half the blanket with the asphalt cement used for seams. The two thicknesses shall be firmly pressed together and well cemented. All blankets shall be of a width sufficient to cover the pavement surface and both edges. Doubled blankets may be rejected for the same cause as provided for single blankets. All paper blankets condemned by the Engineer shall be immediately marked by the Contractor for identification and then destroyed or stored entirely separate from approved blankets. 3/4 No walking on the paper shall be permitted at any time, and , in locations where pedestrian traffic cannot be entirely controlled, the Contractor shall provide walkways and barricades or shall substitute other permissible curing methods on such section of pavement. Article 360.13. Deficient Pavement Thickness, (a) Coring. (a) Coring. To determine thickness acceptability, the Contractor shall drill four (4) inch minimum diameter cores aftei all required profile corrective work and prior to final acceptance. Locations of core tests will be selected by the Engineer; however, the spacing interval for core tests, as specified herein, is to be maintained. The Engineer will determine the core thicicness by measurement of the cores in accordance with Test Method Tex-424-A. The Contractor shall mark each core for identification as specified by the Engineer. Article 360.13. Deficient Pavement Thickness, (a) Coring. The first sentence of the fourth paragraph is voided and replaced by the following: One (1) core will be taken by the Contractor at the location selected by the Engineer in each unit. Article 360.16. Payment. The second sentence is voided and replaced by the following: This price shall be full compensation for furnishing, loading, unloading, storing, hauling and handling of all concrete ingredients, including all freight and royalty involved; for coring; for placing and adjusting forms, including supporting material or preparing track grade; for furnishing and installing all reinforcing steel; for furnishing all materials for sealing joints and placing longitudinal, expansion and weakened -plane joints, including all steel dowel caps and load transmission devices required; for mixing, placing, finishing, curing and sawing concrete; for cleaning and sealing concrete joints; and for all manipulations, labor, tools, equipment and incidentals necessary to complete work. 4/4 SPECIAL PROVISION TO ITEM 400 1993 TXDOT STANDARD SPECIFICATIONS EXCAVATION AND BACKFILL FOR STRUCTURES For this project, Item 400, "Excavation and Backfill for Structures", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this item are waived or changed hereby. Article 400.7. Measurement is voided and replaced by the following: Article 400.7. Measurement Excavation quantities shownon the plans are for infoi ination purposes only. Cutting and restoring of pavement will be measured by the square yard. Cement stabilized backfill will be measured by the cubic yard. This is a plans quantity measurement Item and the quantity to be paid for will be that quantity shown in the proposal and on the ` Estimate and Quantity" sheet of the contract plans, except as may be modified by Article 0.8. If no adjustment of quantities is required, additional measurements or calculations will not be required. Quantities for structural excavation of pipe headwalls, inlets, manholes, culvert widening (extensions) 15 feet or less in length, bridge abatements, retaining walls and side road and private entrance pipe culverts will not be shown on the plans. For culvert widening (extensions) greater than 15 feet and for all other types of structures not listed above, quantities for structural excavation will be shown on the plans. Quantities for structural excavation are determined by the method of average end areas using the following limits to establish templates: (1) For all excavation except that required for the barrels of pipe culverts and for structural plate structures, no material outside of vertical planes one (1) foot beyond the edges of the footings and parallel thereto is included. When the plans provide the Contractor the option of cast -in - place or precast boxes, the quantity for excavation will be based on the cast -in -place option. (2) For pipes of 42 inches or less nominal or equivalent diameter, no material outside of vertical planes one (1) foot beyond the horizontal projection of the outside surfaces of the pipe and parallel thereto is included. For pipes more than 42 inches in nominalor equivalent diameter, no material outside of vertical planes located two (2) feet beyond the horizontal projection of the outside surfaces of the pipe and parallel thereto is included. Quantities for excavation of pipes shown are between the extreme ends of the completed structure, including any end appurtenances, as shown on the plans and from centerline to centerline of inlets, manholes, etc. 1/4 Therein. When excavation for appurtenances is shown, the limits of excavation for the pipes does not overlap those of the appurtenances. (3) For structural plate structures, no material outside of vertical planes three (3) feet beyond the horizontal projection of the outside surfaces of the structure(s) and parallel thereto is included. When the quality of the existing soil or embankment is less than that of the proposed backfill material, the excavation is extended to vertical planes located at one-half of the span beyond the horizontal projection of the outside surfaces of the structure(s) and parallel thereto. (4) If a cofferdam is used, the limitations of Subarticle 400.7. (1) apply just as if no cofferdam were used. (5) Where excavation, in addition to that shown for the footings, is required for other portions of the structure, such as for the cap, cross strut, or tie beam of a pier or bent or for the superstructure, quantities for such additional excavation are limited laterally to vertical planes one (1) foot beyond the face of the member and parallel thereto vertically to a depth of one (1) foot below the bottom of such member. (6) Quantities are not shown for any excavation necessary for placing forms or falsework except as allowed by the above conditions. (7) At all structure sites except at culverts and trench excavations, the quantity of structural excavation includes only material below or outside the limits of the completed road or channel excavation. Quantities for trench excavation in fill above natural ground, as specified in Subarticle 400.2. (4), includes that area as specified in Subarticle 400.7. (2) plus one (1) foot above the top of the pipe, regardless of the height of fill previously made. (8) Excavation required for shaping the slopes of header banks which were built by prior contract and upon which riprap is to be placed will be included in the quantity for structural excavation. (9) For all trenches and culverts, except for side road and private entrance culverts, all excavation within the limits of the structure and below or outside the limits of the completed roadway excavation is trench or culvert excavation. (10) Where excavation diagrams are shown on the plans, they take precedence over these provisions. (11) Quantities shown do not include materials are moved below footing grades to compensate for anticipated swelling due to pile driving, nor will they include material required to be removed due to swelling beyond the specified limits during pile driving operations. (12) Quantities shown do not include additional volume caused by slips, slides, cave-ins, silting, 2/4 or fill material resulting from the action of the elements of the Contractor's operation. (13) Where rock or other incompressible or unstable material is undercut to provide a suitable foundation for pipe or box sections, such material below grade, which is directed by the Engineer to be removed, will be measured for payment. (14) When an alternate bid is involved only the quantity for the base bid will be shown on the plans. No allowance will be made for any variance in quantities incurred by an alternate bid. (15) Additional excavation involved in the lowering or raising of the elevations of a footing, foundation, or structural unit, when such grade change is authorized by the Engineer will be paid for in accordance with Article 4.3. (16) Cement stabilized backfill will be measured in accordance with the backfill diagram shown on the plans. Changes in alignment or grade as authorized by the Engineer will be measured for payment. (17) The work to be done in the cutting and restoring of pavement will be measured in accordance with the dimensions shown on the plans. The excavation below the pavement and/or base is considered as structural excavation. Article 400.8. Payment is voided and replaced by the following: Article 400.8. 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 `Cement Stabilized Backfill' and ` Cutting and Restoring Pavement". Payment for removal and replacement of unstable or incompressible material below the footing grades of culverts and trenches as provided for in Subarticles 440.2. (3) and (4) will be made as follows: When the plans specify or when the Engineer directs the use of special materials such as flexible base, cement stabilized base, cement stabihzed backfill or other special material, excavation below the footing grades will be measured and paid for at fifteen dollars (415.00) per cubic yard. Payment for furnishing hauling, placing and compacting the flexible base, cement stabilized base, cement stabilized backfill or other special material will be made at the unit price bid for these items in the contract or in accordance with Article4.3., in cases where the required material is not a bid item Where special materials are not required or specified the removal and replacement of unstable and/or incompressible material, when such work is authorized by the Engineer, will be measured and paid for at fifteen dollars ($15.00) per cubic yard. Should the Engineer deem it necessary to lower or raise a footing, foundation or structure unit to an elevation from the grade shown on the plans, payment for such additional excavation involved 3/4 shall be paid in accordance with Article 4 3. No increase in unit price will be allowed for any other bid items of the contract, and no additional compensation will be allowed for any required cofferdam adjustments made necessary by the lowering or raising of footings, etc. The price bid for "Cement Stabilized Backfill" and "Cutting and Restoring Pavement" shall be full compensation for all excavation, bedding, and backfill including placing, sprinkling and compaction of material, all soundings; cleaning and filling seams; constructing all cofferdams; all dewatering; and for furnishing all materials, hauling, labor, equipment tools, sheeting and/or bracing of excavations up to and including five (5) feet in depth, pumps, drills, explosives, disposition of surplus material, cutting pavement and base to neat lines; and for incidentals necessary to complete the work, except that protection methods for excavations greater than five (5) feet in depth will be measured and paid for as required under Item 402, "Trench Excavation Protection" or Item 403, "Temporary Special Shoring". 4/4 SPECIAL PROVISION TO ITEM 420 1993 TXDOT STANDARD SPEC11iICATIONS CONCRETE STRUCTURES For this project, Item 420 "Concrete Structures", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 420.2. Matenals, Subarticle (7) Epoxy is voided and replaced by the following: (7) Epoxy. Unless otherwise specified, epoxy materials shall conform to Special Specification, "Epoxy and Adhesives". Article 420.11. Placing Concrete -General, Subarticle (9) Installation of Dowels and Anchor Bolts, Section (b) Cast -in -Place or Grouted Systems. The second sentence of the second paragraph is voided and replaced by the following: Epoxy (Type V) and Epoxy Mortar (Type VIII) shall confoiin to Special Specification, "Epoxy and Adhesives" 1/1 SPECIAL PROVISION TO ITEM 421 1993 TXDOT STANDARD SPECIFICATIONS PORTLAND CEMENT CONCRETE For this project, Item 421, "Portland Cement Concrete", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 421.2. Materials, The first paragraph is voided and replaced by the following: The concrete shall be composed of hydraulic cement (with or without) fly ash or ground granulated blast furnace slag (GGBF slag), fine and coarse aggregates and water. Article 421.2. Materials, Subarticle (1) Cement, is voided and replaced by the following: (1) Cement. The cement shall confoini to Item 524, "Hydraulic Cement". Article 421.2. Materials, Subarticle (2) Fly Ash, is voided and replaced by the following: (2) Fly Ash and GGBF Slag. a. Fly ash shall conform to the requirements of TxDOT Materials Specification D-9- 8900. Copies of TxDOT Materials Specifications are available from the Texas Department of Transportation, Materials and Tests Division, 125 East 11th Street, Austin, Texas 78701-2483. b. GGBF slag shall conform to the requirements of ASTM C 989 Grade 100 or 120. GGBF slag may be accepted for use prior to testing provided it is from a prequalified source. A manufacturer shall become qualified by establishing a history of satisfactory quality control as evidenced by results of tests performed by the Materials and Tests Division and upon approval of production and storage facilities by the Director of Materials and Tests. Continued acceptance of GGBF slag from prequalified source will remain in effect as long as all test results on samples conform with specification requirements. Failure of GGBF slag to meet the requirements shall be just cause to remove a manufacturer from the prequalified status. In this event, all GGBF slag from that source will be subject to testing prior to sue. This procedure will continue until the Director of Materials and Tests has determined that adequate quality control has been re- established. GGBF slag from nonprequalified sources will require sampling and testing prior to use Article 421.2. Materials, Subarticle (4) Coarse Aggregate. The first sentence of the first paragraph is voided and replaced by the following: Coarse aggregate shall consist of durable particles of gravel, crushed blast furnace slag, recycled 1/4 crushed portland cement concrete, crushed stone, or combinations thereof and shall be free from frozen material or injurious amounts of salt, alkali, vegetable matter, or other objectionable material either free or as an adherent coating. Article 421.2. Materials Subarticle (5) Fine Aggregate. The first and second paragraphs are voided and replaced by the following: Fine Aggregate shall consist of clean, hard, durable particles of natural or manufactured sand or a combination thereof, with or without a mineral filler. Fine aggregate shall be free from frozen material or injurious amounts of salt, alkali, vegetable matter or other objectionable material and shall not contain more than 0.5 percent clay lumps by weight. When fine aggregate is subjected to the color test for organic impurities in accordance with Test Method Tex-408-A, the test result shall not show a color darker than standard. When white portland cement is specified, the fine aggregate shall be light colored. Unless otherwise shown on the plans, the acid insoluble residue of fine aggregate used in concrete subjected to direct traffic shall not be less than 60 percent by weight when tested in accordance with Test Method Tex-612-J. Unless otherwise shown on the plans, fine aggregates may be blended to meet the acid insoluble residue requirement When blended, the following equation will be used: Acid Insoluble (%) - {(A1) (P1)+ (A2) (P2)}/100 where: Al = acid insoluble (%) of aggregate 1 A2 = acid insoluble (%) of aggregate 2 P1 = percent by weight of Al of the fine aggregate blend P2 = percent by weight of A2 of the fine aggregate blend Article 421.3. Storage of Materials, Subarticle (1) Cement, Fly Ash and Mineral Filler. The first paragraph is voided and replaced by the following: (1) Cement Fly Ash, GGBF Slag and Mineral Filler. All cement, fly ash, GGBF slag and mineral filler shall be stored in well ventilated weatherproof buildings or approved bins, which will protect them from dampness or absorption of moisture. Each shipment of package cement shall be kept separated to provide easy access for identification and inspection. Article 421.4. Measurement of Materials. The first sentence of the third paragraph is voided and replaced by the following: 2/4 Cement, fly ash or GGBF slag shall be weighed separately from other materials. Article 421.8. Classification and Mix Design, is supplemented by the following: Unless otherwise shown on the plans or in the specifications, the cement shall be either Type 1, IP, IS, II, or III except as follows: Type In cement shall not be used when the anticipated air temperature for the succeeding 12 hours will exceed 60 F. Type III cement may be used, regardless of air temperature, in all precast concrete. All cement used in a monolithic placement shall be of the same type. Type I/II cement may be considered as either Type I or Type II cement except as otherwise noted. Type IP or IS cement may be used in lieu of Type I or Type II cement. The Contractor shall have the option of replacing a percentage of the required cement with either fly ash or ground granulated blast furnace slag, on a one to one basis by absolute volume, in accordance with the following: The contractor may substitute up to 50 percent of the cement with GGBF slag. When aggregate sources have not been identified as potentially reactive, the Contractor may substitute up to 35 percent of the cement with fly ash. When potentially reactive aggregates are used, the Contractor may substitute from a minimum of 20 percent to a maximum of 35 percent of the cement with fly ash. Only GGBF slag or Type "A" fly ash may be used when Type II cement is specified. No fly ash or GGBF slag will be permitted when a white portland cement is required. No additional fly ash or GGBF slag will be permitted when a Type 1 P or IS cement is used. Article 421.9. Quality of Concrete. The eleventh paragraph is voided and replaced by the following: When control of concrete strength is by the 28 day compressive strength, job control may be by seven (7) day compressive tests which are shown to provide the required 28 day strength, based on results from trial batches If the required seven (7) day strength is not obtained with the 3/4 quantity of cement specified in Table 4, changes in the batch design will be made as specified in this article. For an occasional failure of the seven day compressive, test, the concrete may be tested at 28 days for final evaluation 4/4 SPECIAL PROVISION TO ITEM 424 1993 TXDOT STANDARD SPECIFICATIONS PRECAST CONCRETE STRUCTURES (FABRICATION) For this project, Item 424, "Precast Concrete Structures (Fabrication)' , of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 424.5. Workmanship, Subarticle (2) Tolerances, Section (a) Prestressed Members. Table 1 is voided and replaced by the following: TABLE 1 ALLOWABLE TOLERANCES • Length(Normal to strands for panels) Width(Parallel to strands for panels) Nominal Depth(Thickness in case of panels) Top Slab or Flange Bottom Slab or Flange Web or Wall Thickness Horizontal Alignment (Upon Release of Stress) -Deviation from straightness of sating edge of panels Deviation of Ends from Shop Plan Dimension (bearing edge in case of panels) Horizontal Skew Beams • +/-3/4"' +3/4" -1/4" + 1/2" -1/4" + 1/2" -1/4" +1/2" -1/4" +3/4" 1/4 -1/4" +/_1/8" per 10' of length +/-1/4" Box Beams +/-1" +/-1/4" +/-1/4" +/-1/2" +/-1/2" +/-1/2" +/-1/4" +/-1/8" per 1' of width, 1/2"max Tees +/_3/4" +/-3/4" +/-1/4" +/-1/4" NA +/-1/4" +/-1/4" • +/-1/8" per 1' of width Panels +/_1/2" +/_1/2" +1/4" -1/8" NA • NA NA +/-1/8" +/-1/2" Piling 1"* +/-1/4" +/-1/4" NA NA NA +/-1/8" per 10' of length + /-1/8" Vertical Batter +/-1/8" per 1' of depth +/-1/8" per 1' of depth, 1/2"max +/-1/8" per 1' of depth NA • + /_1/8" 1/2 • • Beams Box Beams Tees Panels Piling Notched Areas diaframs) End (for Depth 1+/-1/4" _ +/-1/4" NA NA +1-1/4" Length +2" +2" +2" NA • NA -1" -1" -1" Bearing Surfaces . Perpendicular to Axis +/-1/8" NA +/— 1/16" NA NA Vertical Deviation from Plane +/- 1/16" +/-1/8" +/- 1/16" NA NA Anchor Fro= -`Member End of +3/4" -1/4" +3/4" -1/4" NA NA +/-1/4" Longitudinal Spacing +/_3/4"'+/-1/2" +/-3/4" _ NA NA Sole Location Transverse Location +/-1/4" +/-1/4" +/-1/4" NA NA Diafram or Lateral Location Tie +/-1/2" +/-1/2" +/-1/2" NA NA Position (Longitudinal of Void** for Box Beams) NA +/-1" NA NA +/-1/2" Position of Strands ' +/-1/4" +/-1/4" +/-1/8" vert.t +/-1/2" +/-1/4" +/-1/4" Horiz. Position of Hold -Down Points +/-6" +/-6" NA NA +/-6" Position of Handling Devices +/-6" +/-6" NA +/-6" +/-6" # Measured from bottom of panel. * Maximum length approved by the Engineer. ** Length of Bos Beam Void Material +1"- 6". SPECIAL PROVISION TO ITEM 433 1993 TXDOT STANDARD SPECIFICATIONS JOINT SEALANTS AND FILLERS For this project, Item 433, "Joint Sealants and Fillers", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are Waived or changed hereby. Article 432.2. Materials, Subarticle (3) Classes of Joint Sealants, Section (e) Class 5. Self - leveling Low Modulus Silicone is voided and replaced by the following: (e) Class 5. Self -leveling, Low Modulus Silicone or Polyurethane. The material shall be a single component formulation not requiring addition of a catalyst. Article 433.2. Materials Subarticle (3) Classes of Joint Sealants, Sections (f) Class 6. Prefoinied Joint Sealant (PJS), and (g) Class 7. Self -leveling, Rapid Curing, Low Modulus Silicone„ are voided and replaced by the following: (f) Class 6. Prefoiined Joint Sealant (PJS). The preformed joint sealant shall be an extruded elastomeric material having a multi -channeled shape. The size shown on the plans shall be the nominal width of the sealant. The uncompressed depth of the seal shall be equal to or greater than the width. All preformed joint sealants installed by the Contractor shall have been prequalified for compliance with the requirements. Each size and configuration of seal produced by a manufacturer must be approved by the Engineer prior to use on Department projects. For a sealant manufacturer to prequalify and obtain approval of a sealant detailed dimensions and configuration of each size of sealant and certified test results indicating compliance with Departmental Materials Specification D-9-6310 and any requirements shown on the plans and specifications shall be submitted to the Engineer. Submission shall be done sufficiently in advance of work to allow for testing and evaluation of the material. The Engineer will confirm by visual inspection that the sealant proposed for installation is the same size, configuration and manufacture as shown on plans. The Engineer will examine the sealant for any undue distortions, such as dissymmetry, warping, thick webs or uneven width which are likely to impair the performance of the joint. If the magnitude of the distortions are 1/2 sufficient to create doubts as to the performance of the sealant, the Engineer may direct that the sealant be replaced or that samples representing the worst of the lot be subjected to further testing to verify their performance (g) Class 7. Self -leveling, Rapid Curing, Low Modulus Silicone. The material shall be a two component, rapid curing, self -leveling, low modulus formulation. The components shall be proportioned and mixed in accordance with the manufacturer's recommendations. Aiticle 433.2. Materials, Subarticle (3) Classes of Join Sealants is supplemented by the following: (h) Class 8. Self -leveling, Low Modulus Silicone or Polyurethane for Portland Cement Concrete Only. The material shall be a single component foiuiulation not requiring addition of a catalyst. It shall be used for Portland Cement concrete joints only. 2/2 SPECIAL PROVISION TO ITEM 437 1993 TXDOT STANDARD SPECIFICATIONS CONCRETE ADMIXTURES For this project, Item 437, "Concrete Admixtures", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 437.3. Approval of Admixtures. Number "(2)" of the second paragraph is voided and replaced by the following: (2) An eight (8) ounce sample of the admixture. Article 437.4. Dispensing Equipment. The second paragraph is voided and replaced by the following: The calibrated container shall be constructed in such a manner that the level of the admixture is visible at all times. A strip gauge shall be securely attached to the measuring apparatus. The increments on the strip gauge shall be such that the admixture can be measured to within three (3) percent of the specified dosage. 1/1 SPECIAL PROVISION TO ITEM 440 1993 TXDOT STANDARD SPECIFICATIONS REINFORCING STEEL For this project, Item 440, "Reinforcing Steel", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 440.7. Mechanical Couplers, Subarticle (1) General, is voided and replaced by the following: (1) General. When shown on the plans, mechanical splices may be made in the reinforcing steel bars using one of the following types: Sleeve -Bolted Sleeve -Filler Sleeve -Threaded Sleeve -Swaged Sleeve -Wedge All couplers furnished by the Contractor shall be produced by a prequalified manufacturer. Prequalification shall be in accordance with Departmental Material Specification D 9 4510. Sleeve -wedge type couplers will not be permitted on coated reinforcing. Mechanical couplers shall be Class B in accordance .with Departmental Material Specification D- 9-4510 unless otherwise shown on the plans and shall be used only at locations shown on the plans. Mechanical couplers may be peiuiitted in other locations provided the Contractor obtains written approval from the Design Division. Requests for such approval shall be submitted in writing to the Design Division, Texas Department of Transportation, 125 East 11th Street, Austin, Texas 78701-2483 1/1 SPECIAL PROVISION TO ITEM 442 1993 TXDOT STANDARD SPECIFICATIONS METAL FOR STRUCTURES For this project, Item 442, "Metal for Structures", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 442.3. Structural Steel. Subarticle (1) Steel for Bridge Structures. The first paragraph is voided and replaced by the followings The material required for steel bridge structures shall be shown on the plans under the following designations: (1) Structural Steel-HYC - When shown on the plans and in the proposal as Structural Steel-HYC, the material shall conform to the requirements of ASTM A709 Grade 36. (2) Structural Steel-HS - When shown on the plans and in the proposal as Structural Steel-HS, the material shall conform to the requirements of ASTM A709 Grade 50 or Grade 50W. The use of either Grade 50 or Grade 50W shall be at the Contractor's discretion for painted structures, but Grade 50W must be used when weathering steel is specified. (3) Structural Steel-XHS, the material shall conform to the requirements of ASTM A709 Grade 70W, Grade 100, or Grade 100W. The Grade of material required shall be designated on the plans; if Grade 100 is specified, the use of either Grade 100 or Grade 100W shall be at the Contractor's discretion for painted structures, but Grade 100W must be used when weathering steel is specified. 1/1 SPECIAL PROVISION TO ITEM 467 1993 TXDOT STANDARD SPECIFICATIONS SAFETY END TREATMENT For this project Item 467, "Safety End Treatment", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 467.4. Designations is voided and replaced by the following: Article 467.4. Designations. The types of Safety End Treatments will be indicated on the plans by the following descriptions: (1) SET (Type 1) Box Size: (Span x Height) Pipe Size: (Diameter or Design) Slope. Slope will be designated as a ratio of horizontal to vertical (example 4:1) Orientation (Parallel or Cross) Orientation will only be shown when safety pipe runners are required. (2) SET (Type II) Pipe Size: (Diameter or Design) Safety End Treatment Material (RCP or CMP) Slope: Slope will be designated as a ratio of horizontal to vertical (4:1) Orientation• (Paralled or Cross) Orientation will only be shown when safety pipe runners are required. Article 467.6. Measurement is voided and replaced by the following: Article 467.6. Measurement . This Item will be measured as follows: (1) SET (Type I). Safety End Treatment (Type 1) will be measured by each complete and accepted treatment for each separate barrel of each separate culvert end. (2) SET (Type II). Safety End Treatment (Type II) will be measured by each complete and accepted treatment for each separate barrel (conduit) of each separate culvert end. Article 467.7. Payment. The first paragraph is voided and replaced by the following: 1/2 The work performed and materials furnished in accordance with this Item and measured as provided under `Measurement" will be paid for at the unit price bid for the various designations of "Safety End Treatment" specified as follows: SET (Type I) (Box or Pipe Size) (Slope) or SET (Type I) (Box or Pipe Size) (Slope) (Orientation); SET (Type II) (Pipe Size) (Pipe Material (Slope) or SET (Type II) (Pipe Size) (Pipe Material) (Slope) (Orientation). SPECIAL PROVISION TO ITEM 502 1993 TXDOT STANDARD SPECIFICATIONS BARRICADES, SIGNS AND TRAFFIC HANDLING For this project, Item 502, "Barricades, Signs and Traffic Handling', of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed thereby. Article 502.4. Payment. Paragraphs "(1)", "(2)", "(4)" and "(6)" are voided and replaced by the following: (1) The total payment for this Item will not exceed 10 percent of the total contract amount prior to "Final Acceptance'. The portion of the contract amount for this Item in excess of 10 percent of the total contract amount, less any adjustments as specified below, will be paid on the next estimate cycle after the retainage estimate (2) Payment for this Item will begin on the first payable estimate after barricades, signs and traffic handling devices have been installed in accordance with the TCP and construction has begun. (4) The quantity under this Item will not exceed the total plan quantity except when modified by change order. Also when work is suspended for the convenience of the Department, through no fault of the Contractor, additional quantity may be paid when approved by change order. (6) If the contract is completed prior to payment of the amount allowed by (1), (3) and (7), the balance due will be paid on the next estimate cycle after the retainage estimate. When the plans establish pay items for particular work called for in the TCP and/or plans, that work will be measured and paid for under the governing items. 1/1 SPECIAL PROVISION TO ITEM 520 1993 TXDOT STANDARD SPECII4ICATIONS WEIGHING AND MEASURING EQUIPMENT For this project, Item 520, "Weighing and Measuring Equipment" of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 520.2. General Requirements. The third paragraph is voided and replaced by the following: The Contractor shall furnish sufficient weights to check the accuracy and sensitivity of the scales. All weights shall be checked and certified by the Texas Department of Agriculture, Weights and Measures Section. All scales shall be satisfactorily insulated against shock, vibrations or movement of other operating equipment in the plant. 1/1 SPECIAL PROVISION TO ITEM 524 1993 TXDOT STANDARD SPECIFICATIONS HYDRAULIC CEMENT For this project, Item 524, "Hydraulic Cement" of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 524.2. Materials, Subarticle (1) Portland Cement. The first four paragraphs are voided and replaced by the following: (1) Portland Cement. Type I, Type II, and Type III portland cements shall conform to all the requirements of AASHTO M 85, "Portland Cement", with the following modifications: (a) The specific surface area requirement is waived on cements used in concrete piling or prestressed members and on white cement, when white cement is specified. (b) The 55 maximum percent of tricalcium silicate for Type II cement is waived. Article 524.2. Materials, Subarticle (3) Blended Cement, is voided and replaced with the following: (3) Blended Cements. Type IP, portland-pozzolan cement and Type IS portland blast furnace slag cement shall conform to all the requirements of ASTM C 595, "Blended Hydraulic Cement" with the following modifications: (a) Type IP portland-pozzolan shall be a uniform blend of portland cement and possolan produced by intergnnding portland cement clinker and possolan, in which the pozzolan constituent is between 20 and 35 percent of the portland-pozzolan cement. The pozzolan shall confotin to the Departmental Material Specification D-9-8900, "Type A". Copies of the Departmental Materials Specification are available from the Texas Department of Transportation, Matenals and Tests Division, 125 East 1 lth Street, Austin, Texas 78701. (b) Type IS portland blast furnace slag cement shall be the moderate sulfate resistance type (MS). 1/1 SPECIAL PROVISION TO ITEM 526 1993 TXDOT STANDARD SPECIFICATIONS MEMBRANE CURING For this project, Item 526, "Membrane Curing", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 526.3. Packaging, is voided and replaced by the following: 526.3. Packaging. The compound shall be delivered to the job only in the manufacturer's original sealed containers. The manufacturer shall legibly mark these with the brand name of the compound, the type of compound, and a batch number or symbol with which test samples may be correlated. All approved containers will be stamped with a Materials and Tests Division approval stamp and the month after which retesting is required. Article 526.5. Construction Methods. The third paragraph is supplemented by the following: Concrete pavement surface shall receive an additional application of curing compound. The second application should be applied within one (1) hour after the initial application has dried. It shall be applied uniformly at the rate of coverage recommended by the manufacturer and directed by the Engineer, but not less than one (1) gallon per 180 square feet of surface area. 1/1 SPECIAL PROVISION TO ITEM 662 1993 TXDOT STANDARD SPECIFICATIONS WORK ZONE PAVEMENT MARKINGS For this project, Item 662, "Work Zone Pavement Markings", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 662.3. Materials. The first two paragraphs are voided and replaced by the following: All non -removable markings shall be thermoplastic unless otherwise shown on the plans. Thermoplastic markings shall have a thickness of 60 mils unless otherwise shown on the plans. All non -removable work zone markings shall confoiin to the requirements of Item 666, "Reflectorized Pavement Markings", except for performance period, measurement and payment. All removable markings shall be raised pavement markers, prefabricated pavement marking material, temporary flexible -reflective roadway marker tabs or other materials approved by the Engineer. Thermoplastic or paint and beads shall not be used for removable marking. Article 662.5. Construction Methods, Subarticle (1) Placement and Maintenance. The second sentence of the first paragraph is voided and replaced by the following: The Contractor shall be responsible for maintaining all work zone pavement markings for 30 calendar days after installation. Pavement markings that fail to meet the requirements of this specification for 30 calendar days from the date of installation shall be removed and replaced by the Contractor at the Contractor's expense. The 30 calendar day maintenance requirement will be required for replaced markings from the time the original markings were installed. Article 662.6. Measurement. The second paragraph is voided and not replaced. SPECIAL PROVISION TO ITEM 666 1993 STANDARD SPECIFICATIONS REFLECTORIZED PAVEMENT MARKINGS For this project, Item 666, "Reflectorized Pavement Markings", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 666.2. Materials, Subarticle (2) Type II Marking Materials. The paragraph is voided and replaced by the following: Type II markings are paint -type materials that are applied at ambient or slightly elevated temperatures. Type II marking materials shall confoiin to TxDOT Materials Specifications D-9- 8200, "Traffic Paints" and DB9-8290, "Glass Traffic Beads." Article 666.4. Construction Methods, Subarticle (3) Application of Type I Markings, is supplemented by the following additional paragraph: When shown in the plans or approved by the Engineer in writing, the Contractor shall use the following material instead of Type II marking material as a sealer for Type I markings: An acrylic sealer consisting of an acrylic resin at 20 percent by weight solids applied at an application rate of 0.005 gallon per square foot applied a minimum of 30 minutes before the application of the Type I marking. Article 666.6. Measurement, is supplemented by the following additional paragraph: Acrylic sealer, when used as a sealer for Type I markings, shall be measured and paid for at the unit price bid for Type II markings. 1/1 SPECIAL PROVISION TO ITEM 672 1993 TXDOT STANDARD SPECIFICATIONS RAISED PAVEMENT MARKERS For this project, Item 672, "Raised Pavement Markers", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 672.2. Materials. The second sentence of the last paragraph is voided and replaced by the following: Epoxy adhesive shall conform to the requirements of special Specification, "Epoxy and Adhesives". 1/1 STANDARD SPECIFICATIONS The TxDOT Standard Specifications for Construction of Highways, Street and Bridges dated March 1 1993, and provisions included in this document shall govern on this project. Contractor can Purchase above document from TxDOT District 12 office. SPECIAL SPECIFICATION ITEM 3050 WIDE FLANGE TERMINAL ANCHORAGE SYSTEM DESCRIPTION. The Item shall govern for the construction of wide flange terminal anchorage systems in conformance with the details shown on the plans. This anchorage system shall also conform to the typical cross sections, and o the lines and grades shown on plans or as directed by the Engineer. 2. MATERIALS. All materials shall confoiiu to the pertinent requirements of the following items: Item 260, "Lime Treatment for Materials Used as subgrade (Road Mixed)" Item 276, "Portland Cement Treated Base (Plant Mixed)" Item 345, "Asphalt Stabilized Base (Plant Mixed)" Item 360, "Concrete Pavement' Item 400, "Excavation and Backfill for Structures" Item 421, "Portland Cement Concrete" Item 433, ' Joint Sealants and Fillers" Item 440, ` Reinforcing Steel" Item 442, ' Metal for Structures" 3. CONSTRUCTION METHODS Excavation for the construction of wide flange terminal anchorage system shall conform to the requirements of Item 400, "Excavation and Backfill for Structures". Cement stabilized backfilling will be required along the bndge abutment and wing walls and will be paid for as specified by Item 400, "Excavation and Backfill for Structures' . Over -excavation shall be avoided and any excavation for the wide flange terminal anchorage beyond the lines required by the plan dimensions shall be filled with Portland cement concrete of the type used in the wide flange terminal anchorage system at the Contractor's expense. The concrete shall be mixed, placed, consolidated, finished and cured as specified in Item 420, "Concrete Structures" and Item 421, "Portland Cement Concrete' , except membrane curing shall not be used for curing. The concrete shall contain a minimum of sic (6) sacks of cement per cubic yard of concrete and be designed to produce a minimum flexural strength of 555 pounds per square inch in seven (7) days. Equipment and construction methods shall be approved by the Engineer. Preparation and placement of subgrade and base shall conform to the requirements of Items 260, "Lime Treatment for Materials used as Subgrade (Road Mixed)" and 276, "Portland Cement Treated Base (Plant Mixed)". 1/2 4. MEASUREMENT. This Item will be measured by: (1) The cubic yard of concrete used in the support and sleeper slabs, (2) The cubic yard of excavation for the wide flange terminal anchorage system. (3) The pound of reinforcing steel used in the support and sleeper slabs. Measurements shall be based on the dimensions and details shown on the plans. This is a plans quantity measurement Item and the quantities to be paid for will be those quantities shown in the proposal and on the "Estimate and Quantity" sheet of the contract plans, except as may be modified by Article 9 8 If no adjustment of quantities is required, additional measurements or calculations will not be required. If the quantities for one or more of the wide flange terminal anchorage systems have been erroneously included or omitted from the plans, those quantities will be deducted from or added to the plan quantities and included for p ayment. 5. PAYMENT. The work performed and materials furnished in accordance with this Item and measured as provided under ` Measurement" will be paid for at the unit prices bid for `Excavation (Wide Flange Anchorage)", "Reinforcing Steel (Wide Flange Anchorage)" and "Concrete (Wide Flange Anchorage)". These prices shall be full compensation for excavation and disposal of excavated material, for furnishing hauling and mixing all concrete materials; for placing; consolidating, curing and finishing all concrete; for grouting furnishing and placing all joints; for furnishing and placing all reinforcing steel; for bending, fabricating and welding reinforcing steel; for all clips, blocks, metal spacers, ties, wire or other materials used for fastening reinforcement' and for furnishing all labor, tools, equipment and incidentals necessary to complete the work. Sprinkling and rolling, required for the compaction of the rough subgrade in advance of fine -grading for placement of the treated subgrade and base support and sleeper slabs, will not be paid for directly but will be considered subsidiary to this Item. The lime treated subgrade, Portland cement treated base, asphalt stabilized base, concrete pavement and structural steel used in the anchorage system will be measure and paid for in accordance with their respective bid items. 2/2 SPECIAL SPECIFICATION ITEM 5004 TEMPORARY EROSION, SEDIMENTATION AND WATER POLLUTION PREVENTION AND CONTROL 1. DESCRIPTION. This Item shall govern the control measures necessary to prevent and control soil erosion, sedimentation and water pollution which may degrade receiving waters including rivers, streams, lakes, reservoirs, tidal waters, groundwater and wetlands. The control measures contained herein shall be installed and maintained throughout the construction contract and coordinated with the permanent or existing temporary pollution control features specified elsewhere on the plans and in the specifications to assure effective and continuous water pollution control throughout the construction and post construction period. These control measures shall not be used as a substitute for the permanent pollution control measures unless otherwise directed by the Engineer in writing The controls may include sediment control fences, baled hay rock filter dams, dikes, swales, sediment traps and basins, pipe slope drains paved flumes, construction exits, temporary seeding, sodding, mulching, soil retention blankets or other structural or nonstructural water pollution controls. This item does not apply to commercial operations. 2. ITEMS OF WORK AND MATERIALS The items, estimated quantities and locations of the control measures will be shown on the plans; however, the Engineer may increase or decrease the quantity of these items as the need arises. The materials will be shown on the plans and in the specifications. The Engineer may allow other materials and work as the need arises and as approved in writing. 3. PRECONSTRUCTION SUBMITTALS (1) Operations on Right -of -Way. Prior to the start of construction, the Contractor shall submit to the Engineer, for written approval, schedules for accomplishment of pollution control measures in accordance with the Storm Water Pollution Prevention Plan (SW3P). A plan for the disposal of waste materials generated on the project site must be submitted for approval, also. The Contractor shall submit to the Engineer, for written approval, the proposed SW3P for the industrial activities (such as hot mix plants, concrete batch plants, or material handling areas) on the right-of- way. • (2) Operation off Right -of -Way. The Contractor shall provide the Fngineer, for information purposes, proposed methods of pollution control for Contractor. 1/5 Pollution control measures for the Contractor's facilities off the right-of- way are not covered by the Departments Environmental Protection Agency (EPA) NPDES general permit. The Contractor shall obtain his own Notice of Intent for the off -site operations. These pollution controls will not be measured for payment but shall be performed at the Contractor's expense. For facilities off the right-of-way, the Contractor is responsible for obtaining all penults required by any governmental entity as outlined in Article 7.2. 4. CONSTRUCTION REQUIREMENTS. (1) The Contractor shall provide control measures to prevent or minimize the impact to receiving waters as required by the plans and/or as directed by the Engineer in writing. Storm water discharges associated with industrial activities (such as hot mix plants, concrete batch plants or material handling areas) within the right of way must comply with the terms of the EPA s NPDES general permit. For areas of the State which have a an average annual rainfall less than 20 inches and where construction operations have ceased for an extended period of time, the disturbed area shall be stabilized as soon as possible. For all areas of the State with an average annual rainfall greater than 20 inches, in any disturbed area where construction activities have ceased, peluianently or temporarily, the Contractor shall initiate stabilization of the area by the use of seeding, mulching, soil retention: blankets or other appropriate measures within 14 days, except in areas where construction activities are scheduled to resume within 21 days. The Contractor shall effectively prevent and control erosion and. sedimentation on the site at the earliest practicable time as outlined in the approved schedule. Control measures, where applicable, will be implemented prior to the commencement of each construction operation or immediately after the area has been disturbed. The Contractor shall limit the amount of disturbed earth to the area(s) shown on the plans or as directed by the Engineer. The Engineer has the authority to limit the disturbed surface area exposed by construction operations. If, in the opinion of the Engineer, the Contractor is not able to effectively control soil erosion and sedimentation resulting from construction operations, the Engineer will limit the amount of disturbed area to that which the Contractor is able to control. Should the control measures fail to function effectively, the Contractor shall act immediately to bring the erosion and sedimentation under control by maintaining existing controls or by providing additional controls as directed by the Engineer. When in the opinion of the Engineer the site is 2/5 adequate stabilized, the control measures, excepting mulches and soil retention blankets, will be removed and properly disposed of by the Contractor. Soil retention blankets shall be removed only when in the opinion of the Engineer, final permanent perennial seeding would be adversely affected by the presence of an existing soil retention blanket. All erosion, sediment and water pollution controls will be maintained in good working order. A rain gauge provided by the Department will be located at the project site. Within 24 hours of a rainfall event. of 0.5 inch or more as measured by the project ram gauge, the Contractor and Engineer will inspect the entire project to determine the condition of the control measures Sediment will be removed and devices repaired as soon as practicable but no later than 7 days after the sunounding exposed ground has dried sufficiently to prevent further damage from equipment needed for repair operations. In the event of continuous rainfall over a 24-hour period, or other circumstances that preclude equipment operation in the area, the Contractor will hand carry and install additional backup devices as determined by the Engineer. The Contractor will remove silt accumulations and deposit the spoils in an area approved by the Engineer as soon as practical. Any corrective action needed for the control measures will be accomplished in the sequence directed by the Engineer, however areas adjacent to waterbodies shall generally have priority followed by devices protecting stout). sewer inlets. (2) The Contractor shall also conform to the following practices and controls. All labor, tools equipment and incidentals to complete the following work will not be paid for directly but shall be considered as subsidiary work to the vanous items included in the contract, unless otherwise noted. (a) Disposal areas, stockpiles and Haul roads shall be constructed in a manner that will minimize and control the amount of sediment that may enter receiving waters. Disposal areas shall not be located in any wetlands waterbody or streambed. Construction roads may not be located in or cross any waterbody or streambed without prior approval of the Engineer and shall be done in compliance with applicable rules and regulations. (b) Construction operations in rivers, streams, lakes, tidal water wetlands and other water bodies shall be restricted to those areas where it is necessary to perform the work shown on the plans. Wherever streams are crossed, temporary bridges, timber mats or other structures shall be used. Protected storage paints, chemicals, solvents, fertilizers and other potentially toxic materials will be provided by the Contractor at a location approved by the Engineer. (d) Construction staging areas and vehicle maintenance areas shall be constructed by the Contractor in a manner to minimize the runoff of pollutants. Those areas located on the right-of-way must be approved by the Engineer. The Contractor shall prevent pollution of receiving waters with petroleum products or other hazardous or regulated substances. When work areas or material sources are located adjacent to a waterbody, control measures shall be used to keep sediment and other contaminants from entering the adjacent waterbody. Control devices located on the right-of-way will be measured for payment. Care shall be taken during the construction and removal of control measures to minimize down -gradient sedimentation. (e) All waterways shall be cleared as soon as practicable of temporary embankment, temporary bridges, matting, falsework, piling debris or other obstructions placed during construction operations that are riot a part of the finished work. (0 Disturbance of vegetation shall be minimized and limited to only what is shown on the construction plans or as directed by the Engineer in writing. (g) The Contractor shall clean paved surfaces as necessary to remove sediment which has accumulated on the roadway. (3) The project will not be accepted until the Contractor provides a unifoini perennial vegetative cover with a density of 70% of adjacent undisturbed areas, or, if in the opinion of the Engineer, permanent measures (such as riprap, gabions, or geotextiles), supplemented by temporary measures (such as mulching with seed, hay bales, sediment control fences, earth dams, etc.) have been employed that will control erosion, sedimentation and water pollution until sufficient vegetative cover can be established. 5. MEASUREMENT AND PAYMENT. If the Contractor is required to install temporary erosion, sediment and water pollution control measures due to his negligence, carelessness, lack of maintenance, or failure to install permanent controls as a part of the work as scheduled, and measures are ordered in writing by the Engineer, such work shall not be measured for payment but shall be performed at the Contractor's expense. All labor, tools, equipment and incidentals to complete the work specified under Subarticle 4.2 will not be paid 4/5 for under applicable contract bid items but will be considered subsidiary to the various bid items, unless otherwise noted. When the need for control measures can not be attributed to the Contractor's negligence, carelessness, lack of maintenance or failure to install permanent water pollution control measures and these measures are shown on the plans and/or directed by the Engineer, these measures shall be measured and paid for in accordance with applicable contract bid items. For work performed under the requirements of this item which is not comparable to work performed under contract bid items such work shall be performed on a force account basis in accordance with Item 9 or by agreed unit prices. Removal of control measures not incorporated as permanent control measures shall be measured and paid for in accordance with applicable contract bid items. In case of failure on the part of the Contractor to prevent and control soil erosion, sedimentation and water pollution which may degrade receiving water, the Engineer reserves the right to employ outside assistance or to use State forces to provide the necessary corrective measures. All costs including engineering costs will be deducted from any moneys due or to become due to the Contractor. Pollution control measures may be applicable to Contractor operations outside the right-of-way where such work is necessary as a result of roadway related construction such as construction and haul roads, field offices, equipment and supply areas, and material sources. Pollution control measures outside the right of way will not be measured for payment but shall be performed at the Contractor's expense. SPECIAL SPECIFICATION ITEM 5009 TEMPORARY SEDIMENT CONTROL FENCE 1. DESCRIPTION. This Item shall govern for the materials to be furnished and for the installation, maintenance and removal of temporary sediment control fence of the dimensions shown on the plans. 2. MATERIALS. (1) Fence Descnption. The fence shall be a net -reinforced fence, using woven geotextile fabric. (2) Fabric. Fabric materials shall meet the requirements of Departmental Materials Specification D-9-6230, `Temporary Sediment Control Fence Fabric" (3) Posts Posts shall be a minimum of 48 inches long, essentially straight, and shall be wood or steel unless otherwise shown on the plans. Soft wood posts shall be a least 3 inches in diameter or nominal 2 x 4 inches. Hardwood posts shall have a minimum cross section of 1.5 x 1.5 inches. Steel posts shall be a `T" or "L" shaped with a minimum weight of 1.3 pounds per linear foot. (4) Net Reinforcement. Net reinforcement shall be galvanized welded wire mesh of a minimum 12.5 gauge wire or equal as approved by the Engineer with a maximum opening size of 2 inches by 4 inches and shall be at least 24 inches wide unless otherwise shown on the plans. (5) Staples. Staples used to secure reinforcement and fabric to wood posts shall have a crown at least 3 inch wide and legs ''A inch long. (6) Used Materials. Previously -used materials, meeting the above requirements and when approved by the Engineer, may be used. 3. CONSTRUCTION METHODS. The temporary sediment control fence shall be used during construction near the downstream perimeter of a disturbed area to intercept sediment from sheet flow. The fence may be incorporated into the erosion control measures used to control sediment in areas of higher flow. The fence installation methods shall be as specified below, unless otherwise shown on the plans. The physical alignment and location of the fence shall be as shown on the plans or as directed by the Engineer. 1/3 (1) Installation of Posts. Posts shall be embedded 18 inches deep, or adequately anchored if in rock, with a spacing of 6 to 8 feet, and installed on a slight angle toward the anticipated run-off source. (2) Fabric Anchoring. Trenches shall be dug along the uphill side of the fence to anchor 6 to 8 inches of fabric. The trench shall have a minimum cross section of 6 x 6 inches. The fabric shall be installed in the trench such that 4 to 6 inches of fabric is against the side of the trench and approximately 2 inches of fabric is across the bottom in the upstream direction. The trench shall then be backfilled and hand tamped as approved by the Engineer. (3) Fabric Attachment. The reinforcement shall be attached to the end posts, if wood, by staples, or if steel, by T-clips or sewn vertical pockets at a minimum of 4 locations The reinforcement shall be attached to each succeeding post as approved by the Engineer. The ends of successive reinforcement sheets or rolls shall be connected at a fence post at least 6 times with hog rings. The fabric shall be fastened to the top strand of reinforcement by hog rings or cord at a maximum spacing of 15 inches. (4) Fabric Splices. Splices shall occur at a fence post and shall have a minimum lap of six (6) inches attached in at least six (6) places. Splices in concentrated flow areas will not be permitted. 4. MAINTENANCE The temporary sediment control fence shall be maintained in good condition (including staking, anchoring, tension adjustments, etc.) by the Contractor. All necessary work and materials to maintain the integrity of the fence, including keeping fabric free of accumulated silt, debris, etc., shall be provided until earthwork construction and permanent erosion control features are in place and/or the disturbed area has been adequately stabilized. When the Special Specification, "Temporary Erosion, Sedimentation and Water Pollution Prevention and Control' , is in the contract, stabilization shall be as described in Subarticle 4.3. of that specification. The areas damaged by the removal process shall be stabilized by the Contractor using appropriate methods as approved by the Engineer. Torn or punctured fabric shall be repaired by the placement of a patch consisting of an additional layer of fabric over the damaged area. The patch shall have a minimum overlap of 18 inches in all directions and be securely attached to the repaired fabric. When the accumulated sediment deposit reaches a depth of approximately 6 inches, it shall be removed and disposed of at approval sites in a manner that will not contribute to additional siltation. If the structure ceases to function as intended, replacement will be measured for payment. 2/3 5. MEASUREMENT. Temporary sediment control fence will be measured by the linear foot of fence, complete in place, measurement being made along the centerline of the top of the fence Each time the Engineer directs that the temporary sediment control fence (or portions thereof) be removed or removed and replaced, it will 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 ` Temporary Sediment Control Fence". This price shall be full compensation for furnishing, placing and maintenance of the fence (except as shown below); for all required trenching, fence posts fabric and backfili; and for all labor, tools, equipment and incidentals necessary to complete the work. When the Engineer directs that the temporary sedimentation control fence installation (or portions thereof) be replaced payment will be made at the unit price bid for "Temporary Sediment Control Fence (Remove and Replace)". This price shall be full compensation for the removal and replacement of the fence installation and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. The removal of accumulated sediment deposits, as described under ` Maintenance", will be measured and paid for under the pertinent bid items. of the Special specification, "Earthwork for Erosion Control". The work performed in the final removal of the temporary sediment control fence installation as described under ` Maintenance' and measured under "Measurement will be paid for at the unit price bid for "Temporary Sediment Control fence (Remove)". This price shall be full compensation for removing the fence from the existing location and properly disposing of it and foi all manipulations, labor, tools, equipment and incidentals necessary to complete the work. Stabilization (as described under "Maintenance") will be measured and paid for under the various pertinent bid items. 3/3 SPECIAL SPECIFICATION ITEM 5010 CONSTRUCTION EXITS 1, DESCRIPTION. This Item shall govern for the materials to be furnished and for the installation, maintenance, and removal of construction exits of the type and dimensions shown on the plans. This item will be used temporarily during construction to control the tracking of sediment, mud, gravel, etc from a Construction site or other areas identified by the Engineer to a public right-of- way, street, sidewalk or parking area. 2. MATERIALS. All materials shall meet the applicable requirements as indicated below for the specified type of construction exit. (1) Rock Construction Exit. Rock used for long-temin and short-term construction exits shall consist of crushed stone. The aggregates shall be clean, hard durable materials free from adherent coatings, salt, alkali, dirt, clay, loam, shale, soft or flaky materials, or organic and injurious matter. (2) Timber Construction Exit. Timber for long-teiiii construction exits shall consist of treated railroad ties and timbers. The railroad ties and timbers shall be treated to control rot and shall be No. 2 quality or getter and free of large . and loose knots. Timber shall be fastened with nuts and bolts or lag bolts all of which shall meet or exceed ASTM-A307. Timber for short -terns construction exits shall be treated to control rot and shall be No. 2 quality or better and free of large and loose knots. Plywood and/or pressed wafer board shall be a minimum of % inch thick. (3) Foundation Course. The foundation course shall be flexible base, bituminous concrete, Portland cement concrete or other materials as approved by the Engineer. 3. CONSTRUCTION METHODS. When tracking conditions exist, traffic shall not be allowed to cross or leave the construction site and move directly onto a public roadway, alley, sidewalk, parking area, or other right-of-way in areas other than at locations of construction exits. Construction exits can be either for long or short term use. Foundation courses, if needed, shall be used with the long-term construction exits. (1) Long -Term Construction Exit. The exit shall be placed over a foundation course, if needed. The foundation course and/or compacted subgrade shall be properly graded to direct runoff from the construction exit to a sediment trap as shown on the plans or as 1/3 directed by the Engineer. The exit shall noinially be constructed a minimum length of ? feet. The width shall be at least 14 feet for one- way traffic and 20 feet for two-way traffic but shall not be less than full width of all points of ingress and egress and shall be sufficient for all ingress and egress. (a) Type 1 Construction Exit. This exit shall consist of open -graded crushed stone with a size of four to eight inches as shown on the plans. The depth of the aggregate shall not be less than eight inches. (b) Type 2 Construction Exit. This exit shall be constructed of treated railroad ties and timbers as shown on the plans. 4. MAINTENANCE Exits shall be maintained in a condition which will prevent tracking or flowing of sediment onto public right-of-way. This may require periodic removal and replacement of stone or timber, or other material as conditions demand and repair and/or clean out of any measures used to trap sediment. Sediment spilled, dropped, washed or tracked onto public right-f-way shall be immediately removed by the Contractor and disposed of at an approved site and in a manner that will not contribute to additional siltation. When necessary, wheels shall be cleaned to remove sediment prior to entrance onto public right-of-way. When washing is required, the construction exit shall be graded to drain into a sediment trap or sediment basin. Sediment shall be prevented from leaving the construction site. The construction exits shall be removed promptly when directed by the Engineer. Discarded materials shall become the property of the contractor for his disposal at an approved site. The area beneath the construction exit and any area damaged by the removal process shall then be stabilized by the Contractor using appropriate methods as approved by the Engineer. When the special Specification "Temporary Erosion Sedimentation and Water Pollution Prevention and Control" is in the contract, stabilization shall be as defined in Subarticle 4.3. of that specification. 5. MEASUREMENT. Construction exits will be measured by the square yard of surface area of completed and accepted work. Each time the Engineer directs that the construction exit (or a portion thereof) be removed or removed and replaced, it will be measured for payment. 6. PAYMENT. The work performed and mataerials furnished in accordance with this Item and measured as provided under Measurement", will be paid for at the unit price bid for "Construction Exits", of the type specified. This price shall be full compensation for secunng and furnishing all materials, including all royalty and freight involved; for loosening, blasting, excavating, screening, crushing 2/3 when required; for loading all materials; for hauling and delivering to the construction site; for spreading, mixing blading, dragging, shaping and finishing; cleaning of wheels, when necessary; maintenance (except as shown below); and for all manipulations, labor, tools and incidentals necessary to complete the work. The work performed in removing the exits as described under "Maintenance" and measured under "Measurement" will be paid for at the unit price bid for "Construction Exits (Remove) ', of the type specified. This price shall be full compensation for removing, loading, hauling and disposing of all materials to an approved location; for repairing the entrance, and for all manipulations, labor, tools and incidentals necessary to complete the work. Construction of sediment traps as well as the periodic removal of accumulated sediment deposits (as described under "Maintenance") used in conjunction with the construction exit will be measured and paid for under the pertinent bid items of the Special Specification, "Earthwork for Erosion Control". Stabilization (as described under "Maintenance") will be measured and paid for under the various pertinent bid items. SPECIAL SPECIFICATION LANDSCAPE PLANTING Part 1 - GENERAL 1.01 PLANT NOMENCLATURE A. Botanical plant names used on the Drawings conform to the most recent nomenclature authorities available including but not necessarily limited to the following. Hortus Third, Liberty Hyde Bailey Hortorium, 1977, MacMillan Co., N.Y. B. Common names used on the Drawings conform to local tradition and personal preference and are included only for reference. C. Botanical names shall be used as the correct names for all plants except in cases where the botanical name of commonly available plants has been lost to antiquity. 1.02 SUBSTITUTIONS A. Substitutions will be permitted only after submission of proof by the Contractor that a specific plant, plant size, or grade is not reasonably obtainable. B. Any plant may be furnished container grown in lieu of other methods if all other requirements are met, unless specifically prohibited by the Drawings. C. Substitutions will be authorized by the Landscape Architect in the form of a change order or addendum. D. An equitable adjustment of the contract price will be made, if necessary, in accordance with the General Conditions. 1.03 TRANSPORTING Truck Shipment: All plant material shall be packed to provide adequate protection against injuries due to climatic conditions or breakage during transit. Open topped trucks shall be securely covered with a tarpaulin or other suitable material to prevent wind -whipping and drying. Contractor shall take precautions to ensure proper shipment from suppliers. Trees transported on digging machines shall have their branches secured in such a manner as to minimize wind -whipping. 1.04 APPROVAL OF MATERIALS All materials may be inspected and approved by the Landscape Architect at the source of supply as to species, size fouin, and quality. However, such approval does not alter the Landscape Architect's right of inspection and rejection of materials upon delivery to the project site or during the progress of the work for improper shipment, incorrect specifications, or physical damage caused in 1/6 handling or storage. All rejected materials shall be immediately removed from the site. 1.05 PROTECTION AND HANDLING OF PLANTS A. Insofar as is practicable, plant material should be planted on the day of delivery to the site. In the event that this is not possible, the Contractor shall protect the stock not planted. B. Balled plants which cannot be planted immediately upon delivery shall be set on the ground in the shade, if possible, and shall have the ball covered with wet burlap, soil, or other suitable material for protection from sun and wind Plant tops shall also be protected from sun and wind. C. Container grown plants shall remain in their container until ready to be set in their plant pit. D. All plants shall be handled in such a manner as to avoid damage of any kind. No plant shall be moved by grasping the foliage or by grasping only the trunk or branches. Balled plants shall be lifted by the bottom of the ball and container grown stock shall be handled by the container. E Plants shall not be bound with wire, rope or other material in a manner which would damage the bark, break branches, or destroy the shape of the plant. F. All plants shall be watered as necessary to keep them in top condition until planted. G. In the event of freezing temperatures during the course of the work, all tender plants whether planted or stored on -site shall be covered with an insulating material for the duration of the period of freezing temperature. In the case of stored materials the Contractor shall have the option to remove said materials from the project site in order to provide adequate protection but shall still be liable for replacement costs of damaged materials. If, in the determination of the Landscape Architect, planted materials were adequately protected but were still damaged, replacement costs shall be paid the Owner. 1.06 GUARANTEES A. Plant materials shall be guaranteed by the Contractor to be in vigorous growing condition from the date of the Owner's final acceptance of the completed project for a period of time as follows: Trees 365 days (1 year) B. Any plants which are replaced during the guarantee period shall be guaranteed for the remaining portion of the original period or for a period from the date of replacement as follows, whichever is longer: Trees 93 days (3 months) 2/6 C. In no instance will a guarantee of any plant material be required beyond the original guarantee period or the extended period as applicable. 1.07 GUARANTEE REPLACEMENTS A. At any time during the guarantee period that a plant is found to be dead, it shall be replaced as soon as possible but no later than thirty days from the date of request by the Owner. B. Replacement not made by the Contractor within the required time will be made by the Owner or such person as the Owner may employ to accomplish this work. The cost of such replacements shall be charged to the Contractor or deducted from any retainage amount due the Contractor. C. All replacement plants shall be of the same kind, size, and quality as originally specified and shall be furnished and planted as originally specified. D. Replacement shall be at Contractor's expense except for those required because of damage by vandals, animals, acts of God, neglect by the Owner, or other causes not attributable to improper installation or inferior materials. The Landscape Architect shall make the final determination as to fiscal responsibility for replacements. 1.08 MAINTENANCE A. General: Maintenance shall begin immediately after each plant is planted and shall continue until all planting is accepted by the Owner, and for any additional period of time beyond the date of acceptance as may be stated on the Bid Proposal. B. Maintenance Activities: Maintenance shall include watering, weeding, spot spraying for weeds, cultivating mulching, adjusting of stakes, removal of dead materials, resetting plants to proper grades or upright positions, restoration of the planting saucer, repair of erosion, and any other procedure consistent with good horticultural practice necessary to ensure noimnal, vigorous, healthy growth, and a neat looking project at all times. If maintenance is to be continued beyond the date of acceptance, the Contractor shall be responsible for inspection of the irrigation system at each maintenance visit and shall report to the Owner or Landscape Architect any problems found. C. Watering: Water all planting as necessary; the quantity applied at any one time shall be sufficient to penetrate the soil to a minimum depth of six inches. If an irrigation system is provided, the landscape Contractor shall be responsible for its proper utilization. Malfunctions of the irrigation system do not absolve the Contractor of his responsibility for proper watering of plants by any means necessary. D. Weeding: Keep all tree root ball areas free from weeds and undesirable grasses. E Inspection: If maintenance is to be extended beyond the date of acceptance the Contractor shall arrange for an inspection with the Landscape Architect 3/6 five days prior to the end of the extended maintenance period to identify maintenance deficiencies. All such deficiencies shall be corrected by the Contractor prior to the Owner's acceptance of maintenance responsibility. 1.09 CLEAN-UP A. Daily: The Contractor shall daily clean up all debris, such as rope, wire, burlap, empty containers, rocks, etc., caused by his operations so that the site is left in a neat, orderly condition at the end of the day. Contractor shall, upon request by Landscape Architect, promptly remove his debris and/or materials from areas where they conflict with the operation of other contractors. Materials storage areas shall be kept looking neat and orderly at all times. B. Final: Prior to final inspection, the Contractor shall give all planting areas a final weeding and raking, repair plant basins, adjust plant stakes, remove all of his tools, surplus materials and equipment from the site, sweep and/or wash all paved areas soiled by his operations and generally leave the site in a neat, orderly condition. Part 2 - Materials 2.01 PLANTS A. Quantities: The Contractor shall supply plant materials in the quantities necessary to complete the work as shownin detail on the Drawings. B. Quality: 1. All plants shall be sound, healthy specimens typical of their species with well -formed tops and roots and shall be free from injurious insects, insect eggs or larvae diseases, serious injuries to the.. bark, roots, or foliage, broken blanches, or any other disfigurements. 2 Balled and burlapped plants shall have a firm, natural ball of earth so wrapped with burlap that the earth is held fiiuily around the roots. Earth balls shall be neither cracked nor broken, nor shall the plant be loose in the ball. 3. Container grown plants shall be of a reasonable age and state of development for the size container specified. Plants shall have been growing in their containers long enough to have developed a good sound root system capable of holding the entire soil mass intact after removal from the container, but not so long as to have become pot bound. C. Size 1. All plants shall equal or slightly exceed the measurements specified on the plant list, which are minimum acceptable sizes. Plants substantially larger than specified may be used subject to approval of the Landscape Architect; however, the use of such plants shall not increase the contract price. Height to spread to caliper ratios of all plants shall be typical of the best examples of the species. 4/6 2. Minimum ball sizes shall be as specified on the Drawings. Requests for variances shall be submitted to the Landscape Architect for approval. 3. Exterior plants shall be measured before pruning, with branches in normal position and in accordance with the Drawings and the Amencan Standard for Nursery Stock. Height and spread dimensions shall be measured to the limits of the main body of the plant rather than the extreme tips of growth, as illustrated on the Drawings. 2.02 SURFACE MULCH Surface mulch shall be finely "Native Mulch" as provided by Nature's Way Resources, Inc., Conroe, Texas, 936/321-6990. Submit a one quart sample for approval. 2.03 COMMERCIAL FERTILIZER A. Commercial fertihzer, unless specified otherwise, shall be delivered mixed as specified in standard size, unopened containers labeled as to weight, analysis, and name of manufacturer, and shall conform to all applicable state fertilizer laws. B. Fertilizer shall not have been exposed to weather prior to delivery to the site. After delivery until used, it shall be completely protected from the weather at all times. C. Fertilizer Tablets: Fertilizer tablets shall be twenty-one gram Agriform plant tablets with an analysis of 20% Nitrogen 10% Phosphorous, and 5% Potassium as manufactured by Sierra Chemical Co. 2.04 BACKFILL MIX Backfill mix for use in backfilling plant pits shall be "Landscaper Mix" as prepared by Nature's Way Resources, Inc., Conroe, Texas, 936/321-6990. 2.05 WATER Water for all necessary operations of the Contractor at the site will be furnished by the Contractor. The Contractor shall also provide all facilities required to make connections and convey the water to the places where it will be used, and for increasing pressure, if required. 2.06 REFER TO PLANTING DETAILS AND PLANT LIST FOR THE FOLLOWING: Tree staking and guying materials. 5/6 Part 3 - EXECUTION 3.01 PROTECTION OF EXISTING PROPERTY Before planting operations are begun, existing property shall be adequately protected from damage. 3.02 LOCATION OF PLANTS Plants shall be located as shown on the Drawings. In the event plants cannot be so located because of differences between plan locations and actual site conditions, or because of unusually large rock, underground construction, underground or overhead utilities, tree roots, or other obstructions, the Contractor shall notify the Landscape Architect for a determination as to the course of action to be taken. 3.03 PLANT PIT PREPARATION Refer to the details on the Drawings. 3.04 SETTING PLANTS All plants shall be handled in accordance with these specifications and planted in accordance withthe planting details on the Drawings. 3.05 BACKFILLING Materials for use in backfilling plant pits shall be as previously specified herein. Backfilling shall be accomplished as indicated in the planting details on the Drawings. 3.06 WATERING All plants shall be watered within thirty minutes of planting. Plants in smaller that one• gallon sizes shall be watered within fifteen minutes .after planting. 3.07 PRUNING A. Any necessary pruning shall be done at the time of planting as directed by the Landscape Architect and in accordance with standard horticultural methods. B. Pruning shall be limited to the minimum necessary to remove injured twigs, branches, or roots and as much additional as required by the Landscape Architect, and shall be done in such a manner as to retain the natural shape of the plant. 6/6 SPECIAL SPECIFICATION LANDSCAPE IRRIGATION Part 1 - GENERAL 1.01 SUBSTITUTIONS No substitutions of materials or procedures described herein or on the Drawings shall be made by the Contractor without the written consent of the Landscape Architect. 1.02 EXPLANATION OF DRAWINGS A. The Drawings are generally diagrammatic and indicative of the work to be installed. Because of the scale of the Drawings it is not possible to indicate all offsets and fittings which may be required. The Contractor shall carefully investigate the site conditions affecting all of his work and plan his work accordingly, furnishing such offsets and fittings as may be required to meet such conditions. B. Locations of sprinklers valves, and piping shown on the Drawings are, to an extent, diagrammatic. The nozzle type and installation details in the Drawings will indicate specific head locations relative to edges of plant beds, curbs, etc. Piping should be routed generally as shown on the Drawings, combining piping in a single trench where possible, and utilizing common sense and any notes stating specific pipe locations. C. The Contractor shall not willfully install any portions of 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 were not known to the Landscape Architect. Such obstructions or differences should be brought to the attention of the Landscape Architect so that a deteiiuination can be made as to the course of action. In the event such notification is not made prior to executing any required modifications to the work, the Contractor shall be liable for the cost of any necessary revisions to his modification work. 1.03 APPROVAL OF MATERIALS The Landscape Architect reserves the right of inspection and rejection of materials upon delivery to the project site or during the progress of the work for improper shipment, non-conformance to specifications, physical damage caused by improper handling or storage, or other just cause. All rejected materials shall be immediately removed from the site. 1.04 MATERIAL HANDLING & STORAGE 1/8 A. Handling of PVC Pipe: The Contractor is cautioned to exercise care in handling, loading and storage of PVC pipe. All PVC pipe shall be transported in a vehicle which allows the length of pipe to lie flat so as not to subject it to undue bending or concentrated external load at any point. Any sections of pipe that have been dented or otherwise damaged must be discarded. B Storage of Materials The Contractor must make prior arrangements with the Owner before moving any materials on -site for storage. If an on -site materials storage area is approved, it must be kept neat and orderly at all times. 1.05 SUBMITTALS A. Operation and Maintenance Manuals: 1. The Contractor shall prepare and deliver to the Landscape Architect within ten calendar days prior to completion of construction, one hard cover three-ring binder containing the following information: a. An index sheet stating the Contractor's address and telephone number, list of equipment with names and addresses of local manufacturer's representatives b. Catalog and parts sheet on all materials and equipment installed under this contract. c. Complete operating and maintenance instructions for all major equipment. 2. Provide the Owner's maintenance personnel with complete instructions for operation of the irrigation system including start-up and shut -down procedures. B. As -Built Drawings: 1. Upon completion of the project the Contractor shall submit to the Landscape Architect prior to final acceptance of the project, one set of reproducible as -built drawings prepared by a qualified draftsman. The Landscape Architect reserves the right to reject the as -built drawings and require re -submittal if not complete, neat, and legible. 2. The Contractor shall dimension from two peiinanent points of reference (building corners, sidewalks, road intersections, etc.) the locations of the following items: connection to existing water lines, routing of sprinkler pressure lines (dimension maximum of 200' along route), sprinkler control valves, hose bibbs and other related equipment as directed by the Landscape Architect. Any zoning changes shall also be indicated. 1.06 GUARANTEES A. During a period of one year from and after final acceptance of the entire work, the Contractor shall, at his own expense, make all needed repairs or replacements due to defective workmanship or materials which in the judgment of the Landscape Architect shall become necessary during such period. If within fourteen days after mailing of a written notice or verified communication by the Owner to the Contractor or his agent requesting such 2/8 repairs or replacement the Contractor shall neglect to make or undertake with due diligence to make the repairs, the Owner may make such repairs at the Contractor's expense. If, however, an emergency arises wherein the Contractor cannot immediately accomplish the required repairs, and in the judgment of the Owner and/or the Landscape Architect delay would cause serious loss or damage to plants or other site items including buildings, repairs may be made by the Owner, and the Contractor shall be liable for the cost of such emergency repairs. B. If, during the guarantee period a malfunction of part or all of the irrigation system occurs because of defective materials or workmanship, the Contractor shall be liable for the cost of repairing any damage caused to plants or other site items including buildings. Repairs will be made by the Owner or such persons as the Owner may employ to accomplish the work. C. During the guarantee period, the Contractor shall not be fiscally liable for damages caused by vandalism, animals, fire acts of God, other contractors, or any causes not attributable to improper installation or defective materials. 1.07 MAINTENANCE A. The Contractor shall be responsible for maintenance of the system until the date of acceptance of the project by the Owner and for a period of time thereafter if so stated on the Bid Proposal. The Contractor shall inspect the irrigation system for proper operation at least bi-weekly during the maintenance period. Maintenance shall include, but not necessarily be limited to the following: 1. Adjustments of sprinkler height and plumb to compensate for settling. 2. Adjustment of head coverage as necessary. 3. Unstopping heads plugged by foreign material. 4. Adjustment of controller as necessary to ensure proper performance. 5. All maintenance necessary to keep the system in good operating order. Part 2 - MATERIALS 2.01 GENERAL Use only new materials of brands and types noted on the Drawings or specified herein or accepted equivalents. 2.02 PVC PIPE A. Unless otherwise noted or specified, all rigid plastic pipe shall be Polyvinyl Chloride (PVC) and shall confou n to all requirements of product standard PS 22-70 or ASTM D1784-60 and D2241 for PVC 1120 (Type 1 - Grade 1) SDR26 or SDR 21. All pipe shall be Class 200 unless otherwise noted on the Drawings. 3/8 B. All PVC pipe must bear the following markings' Manufacturer's name, nominal pipe size, schedule or class, pressure rating in PSI, NSF (National Sanitation Foundation) approval, and date of extrusion. C. Solvent cement and pruner for PVC solvent weld pipe and fittings shall be of the type prescribed by the manufacturer. Pipe joints for solvent weld pipe shall be made using bell end pipe where possible. 2.03 PVC FITTINGS Fittings for solvent weld pipe shall be socket type, PVC Schedule 40, meeting all requirements for use with pipe specified. All fittings shall bear the manufacturer's name or trademark, material designation, size, applicable I.P.S. schedule and NSF seal of approval. 2.04 COPPER PIPE Copper pipe shall be Type "L", confon ring to ASTM B-88. Fittings for copper pipe shall be wrought copper or cast bronze, 150 PSI. Joints shall be solder joints with 50-50 tinantimony. 2.05 GATE VALVES Gate valves for 3/4" through 3" shall be of brass or bronze construction, solid wedge, I.P.S. threads, non -rising stem with wheel operating handle. 2.06 VALVE ASSEMBLY RISERS Risers for all multi -valve assemblies shall be equal in diameter to the largest valve in the assembly. 2.07 BACKFLOW PREVENTER NOT USED 2.08 OTHER MATERIALS See the Drawings for specifications concerning electrical control valves, valve boxes, electrical control wiring, electrical controllers, sprinkler heads and nozzles, and hose bibbs. 2.09 METER, MASTER VALVE, ELECTRICAL NOT USED 4/8 Part 3 - INSTALLATION 3.01 TRENCHING Trench excavation shall follow, as much as possible, the layout indicated on the Drawings (see also ' Explanation of Drawings" above). Dig trenches straight and support pipe continuously on the bottom of the trench Lay pipe to an even grade. The trench bottom shall be clean and smooth with all organic debris and sharp objects removed. Trench depths shall be as follows unless stated otherwise on the Drawings: fourteen inches minimum for pressure lines, ten inches minimum for lateral lines. 3.02 VIBRATORY PLOW Piping may be installed through use of the vibratory plow method if soil conditions are satisfactory for this method Vibratory plowing does not relieve the Contractor of the required minimum pipe depths as stated above. 3.03 PLASTIC PIPE Pipe shall be snaked in the trench as much as possible to allow for expansion and contraction. Solvent weld pipe shall not be installed when the air temperature is below 40 degrees Fahrenheit. Plastic pipe shall be cut so as to maintain a square end with burrs removed prior to installation to maintain an unobstructed water flow. Plastic to plastic joints shall be made following the manufacturer's recommendations. 3.04 BACKFILLING A. The site of the work shall be continuously cleared of excess and/or waste materials as the backfilling progresses, and daily shall be left in a neat workmanlike condition to the satisfaction of the Landscape Architect. No trenches shall be left open for a period of more than 24 hours. Any trenches left open overnight or at other unattended times shall be clearly flagged to prevent accidental injury. B. Trenches shall be carefully backfilled with excavated materials utilizing the following methods: 1. Puddling or ponding if backfill material has minimal moisture content or is of sandy or sandy loam content. 2. Mechanical tamping for all clay and silty soils with normal moisture content. 3. The first six inches of backfill or to the top of the pipe shall be hand placed and the trench bottom walked so as to secure the position of the pipe and wire. 5/8 4. The first half of the backfill shall then be deposited in the trench and compacted after which the remaining backfill shall be deposited and compacted. No wheel rolling will be allowed. 5. Any rock or debris extracted from backfill material shall be hauled off -site and disposed of at the Contractor's expense. Any additional backfill made necessary because of extracted debris shall be approved material and shall be supplied at no expense to the Owner. C. Any trenches that settle below the surrounding grade during the guarantee period shall be refilled and compacted to proper grades. The Contractor shall be liable for any damage that improperly filled and compacted trenches may cause to sod or planting bed areas, pavement, structures, or any work of other contractors. D. After the installation is complete, The Contractor shall return all soil surfaces disturbed by his operations to the grades existing prior to the beginning of his work. 3.05 CONTROL WIRING Wiring between electric valves and controllers shall be buried in the main line trench under the pressure pipe where possible or under lateral lines where necessary. If wire must be routed in trenches without piping, wire shall be placed inside a suitably sized PVC conduit. See the details in the Drawings for additional control wiring specifications. 3.06 AUTOMATIC CONTROLLERS Install according to the manufacturer's instructions Electric control valves shall be connected to the controllers in numerical sequence as shown on the Drawings. The 120 volt power connection from the power source to the controller shall be the responsibility of the Contractor. 3.07 ELECTRIC CONTROL VALVES Install where shown on the Drawings and according to details in the Drawings. When valves are grouped together (not in a valve assembly) allow at least twelve inches between valves and install each valve in a separate valve box. 3.08 SPRINKLER HEADS Spacing of heads shall be as shown on the Drawings and shall be exceeded only with the pnor approval of the Landscape Architect. Careful attention shall be given to setting heads at proper elevations as shown on the Drawings. 6/8 3.09 CLEAN-UP Clean-up shall be a daily operation throughout the duration of the work. The Contractor shall be responsible for disposing, off -site, of any trash or debris generated by the installation of the work. All excavated materials shall be deposited at least six inches away from any trench side. Any excess materials shall be promptly hauled away, leaving the backfilled trench with a neat and workmanlike appearance to the satisfaction of the Landscape Architect. 3.10 FLUSHING Before sprinkler heads are set, the lines shall be thoroughly flushed in order to make sure that they contain no foreign matter. All main lines shall be flushed from dead end fittings for a minimum of five minutes under a full head of pressure. 3.11 SYSTEM ADJUSTMENT & COVERAGE A. The Contractor shall flush and adjust all sprinkler heads for optimum perfoinuance and to prevent as much as possible any overspray onto walks, roadways, and buildings . B. Any areas which do not conform to the designed operation requirements due to unauthorized changes or poor installation practices shall be immediately corrected by the Contractor at no additional cost to the Owner. C. If it is determined that adjustments in the irrigation equipment will provide better coverage, the Contractor shall make such adjustments at the direction of the Landscape Architect prior to final acceptance. Adjustments may also include changes in nozzle sizes and degrees of arc as required. D. When the irrigation system is complete, the Contractor shall perform a coverage testto determine if the water coverage for all areas is proper. The Contractor shall correct at his expense any inadequacies of coverage due to deviations from plans, or where the system has been willfully installed as indicated on the Drawings when it is obviously inadequate, without bringing this to the attention of the Landscape Architect. If possible, this test shall be accomplished before any trees or turf are planted. 3.12 PUNCH LIST & FINAL INSPECTIONS A. Punch List Inspection: 1. When the Contractor is satisfied that the system has been installed in accordance with the plans and specifications including any modifications thereto, that it is operating properly, and that the project site has been properly cleaned up, he shall request a punch list inspection by the Landscape Architect 2. The Contractor shall operate each zone of the system in its entirety. During the inspection, a punch list of items needing completion or correction will be prepared by the Landscape Architect. Upon completion 7/8 of the inspection, the irrigation contractor shall immediately begin correcting all deficiencies and shall prosecute the work regularly and without interruption until it has been completed. B. Final Inspection: 1. When the Contractor is satisfied that all punch list deficiencies have been corrected and that no others have occurred in the meantime, he shall request a final inspection by the Landscape Architect. The final inspection shall be conducted in the same manner as the punch list inspection. 2. Prior to the final inspection, the Contractor shall provide evidence that the Owner has received all accessories, as -built drawings, and equipment as required. Final inspection shall not occur until such evidence is provided. 3. Should deficiencies still exist, the Contractor shall correct them and request a re -inspection. Once the Landscape Architect is satisfied that the system is complete and operating properly, he shall so certify in writing and thus initiate the maintenance and guarantee periods. APPENDIX "A" GEOTECHNICAL REPORT Tolunay-Wong `i Engineers,Inc. October 20, 2000 TWEI Project No.: 00-336 Walsh/Freese-Nichols 2010E Broadway Pearland, Texas 77581-5502 Attn: Mr Mehran Bavarian, P.E. Reference: Supplemental Report Pearland Parkway (Stations 31+00 + 92+00 and Stations 120+00 to 186+00) Dear Mr Bavarian: This transmittal presents our supplemental report to the referenced project. Our original report was issued on October 2, 2000. This supplemental report addresses the soil parameters for retaining wall design, the criteria for backfilling of ditch and the soil parameters for scour analysis. We understand that retaining walls are planned for the embankments at the Clear Creek Bridge crossing. The embankments will be constructed with TxDOT Type "C" fill soils. The retaining walls will typically be constructed with cement -stabilized sand for the width as calculated by 0.7 times the height of the embankment. Design parameters for the embankment fills are presented as follows: CEMENT -STABILIZED TxDOT TYPE "C" SOIL SAND Unit Weight 125 pcf 125 pcf Cohesion 150 psf 14400 psf Angle Friction of 15° 0 We understand one of the ditches that are planned for box culvert may be backfilled to support traffic. We recommend that the backfill material should be cement stabilized sand The backfill should be compacted in a minimum of 8 in lifts to at least 95% of the maximum dry density (ASTM D 698) In using the cement stabilized sand as backfill, the concern of settlement of the backfill is greatly reduced To assist the scour analysis of surficial soils, we recommend a D50 <0.005mm for the clay soils we encountered within the upper 10-ft in the project borings. We trust this information satisfies your present needs. Please call if you have further questions. Sincerely, TOLUNAY-WONG ENGINEERS P.E. 10710 S. Sam Houston Pkwy W., Suite 100, Houston, TX 77031 (713) 722-7064 Fax (713) 722-0319 GEOTECHNICAL INVESTIGATION PEARLAND PARKWAY (STATIONS 31+00 TO 92+00 AND STATIONS 120+00 TO 186+00) BRAZORIA COUNTY, TEXAS Prepared for WALSH /FREESE AND NICHOLS HOUSTON, TEXAS Prepared by TOLUNAY-WONG ENGINEERS, INC. HOUSTON, TEXAS OCTOBER 2000 Tolunay-Wong Walsh/Freese-Nichols 2010 E Broadway Pearland, Texas 77581-5502 Attn: Mr. Mehran Bavarian, P E Engineers,Inc. October 2, 2000 TWEI Project No: 00-336 GEOTECHNICAL INVESTIGATION PEARLAND PARKWAY (Stations 31+00 to 92+00 and Stations 120+00 to 186+00) FM 518 TO BELTWAY 8 BRAZORIA COUNTY, TEXAS We are pleased to submit our report of the geotechnical study for the referenced project. The study was performed in general accordance with our proposal, TWEI Proposal No. P00-188R, dated June 13, 2000. Our proposal was authorized by you. We appreciate the opportunity to be of service to you. Please call us after you have reviewed this report so that we can issue the final report. Copies Submitted: 3 RMK:JDB:DOW:be Sincerely, TOLUNAY-WONG ENGINEERS, INC. John D. Brown, P.E. Daniel •. Wong, Ph.D., P E •a A 1 R Oi u if(l��c wnc • ♦• ��r•i1a V: ?Do •�, 4�,? ce 'S f.'F''�'.F i 11 p s. s. 10710 S. Sam Houston Pkwy W., Suite 100, Houston, TX 77031 (713) 722-7064 Fax (713) 722-0319 TABLE OF CONTENTS Page 1 INTRODUCTION 1 1.1 Project Description 1 1.2 Scope of Study 1 2 FIELD EXPLORATION 2 2.1 Soil Sampling 2 2.2 Water Level Measurements 3 2.3 Boring Logs 3 3 LABORATORY TESTING 3 4 GENERAL SUBSURFACE CONDITIONS 4 4.1 Soil Stratigraphy 4 4 2 Soil Properties 4 4.3 Groundwater Conditions 5 5 PAVEMENT SUBGRADE PREPARATION 6 5.1 Site Stripping 6 5.2 Subgrade Stabilization 6 5.3 Fill Placement for Roadway 7 6 PAVEMENT DESIGN RECOMMENDATIONS 7 6.1 Design Parameters 7 6.2 Time Constraints 8 6.3 Traffic 8 6.4 Reliability 8 6.5 Environmental Effects 8 6.6 Serviceability 9 6.7 Modules of Subgrade Reaction (k) 9 6.8 Modules of Rupture 9 6.9 Loss of Support 10 6.10 Drainage 10 6.11 Load Transfer 10 6.12 Rigid Pavement Thickness 11 6.13 Rigid Pavement Reinforcement 11 6.14 Pavement Maintenance 12 7 BRIDGE FOUNDATION DESIGN AND CONSTRUCTION 12 7.1 Deep Foundation Design and Construction 12 7.2 Downdrag Loads 13 7.3 Driven Pile Installation 13 7.4 Drilled Shaft Construction 14 7.5 Lateral Load Analyses 16 7.6 Foundation Settlement 16 8 EMBANKMENT DESIGN AND CONSTRUCTION 16 Tolunay-Wong Engineers, Inc. Project No.: 00-336 8.1 Embankment Stability Analyses 16 8 2 Embankment Stability Analyses 16 8.3 Fill Placement Recommendations 17 9 BOX CULVERT DESIGN AND CONSTRUCTION 17 9,1 Box Culvert Excavation 17 9.2 Box Culvert Design 18 9.3 Pavement Structure 19 10 STORM SEWER DESIGN AND CONSTRUCTION 19 10.1 Utility Bedding and Backfill Criteria 20 10.2 Excavation and Bracing 20 10.3 Groundwater Control 21 11 DESIGN REVIEW 21 12 LIMITATIONS 22 Tolunay-Wong Engineers, Inc. Project No: 00-336 FIGURES Plan of Boring Figures la, lb Soil Stratigraphy Profile Based on the Project Borings Figures 2,3,4,5 Forms 1091 and 1190 (For Piling and Drilled Shaft Foundation Design) Piling and Drilled Shaft Foundation Design (Accumulative Curves) Results of Slope Stability Analyses for a 20-ft High Embankment APPENDICES Figures 6a,6b,6c,6d Figures 7a,7b,7c,7d Figures 8a,8b,8c,8d Soil Boring Logs Laboratory Data Appendix A Appendix B Tolunay-Wong Engineers, Inc. Project No.: 00-336 INTRODUCTION A geotechnical study was performed for the proposed Pearland Parkway Project in Brazoria County, Texas. The following sections outline the project description and scope of activities for the referenced project. 1.1 Project Description The project involves the construction of an approximately 2.5 mile long, four lane roadway that begins immediately north of FM 518 and terminates at Beltway 8. Project limits are from stations 31+00 to 92+00 and from stations 120+00 to 186+00. The alignment will cross over Barry Rose Ditch, Banbury Cross Ditch and Clear Creek. Clear Creek will be spanned by a bridge having two approach embankments. The crossings for the two ditches are planned to be culvert crossings. The project layout is shown on Figures lA and 1B. 1.2 Scope of Study The objectives of this study were to explore soil and groundwater conditions along the proposed roadway alignment and, on the basis of these conditions, to formulate geotechnical design recommendations and construction guidelines for the referenced project. To accomplish our objectives, we included the following geotechnical activities in this study: Drilling eight soil borings to 15-ft depths along the roadway alignment, four 25-ft deep borings at the box culvert crossings, and two 75-ft deep borings along the bridge alignment. Performing laboratory tests on selected soil samples to evaluate physical and engineering properties of the subsoils Conducting engineering analyses to develop geotechnical design recommendations and construction guidelines for the project, including: 1. Soil stratigraphy 2. Groundwater conditions Tolunay-Wong Engineers, Inc. Project No.: 00-336 3. Subgrade preparation and stabilization requirements 4. Fill requirements 5. Paving design in accordance with AASHTO and TXDOT specifications 6. Bridge foundations design using TxDOT design criteria 7. Box culvert excavation and placement 8. Storm sewer bedding and backfill requirements 9. Retention criteria and groundwater control 2 FIELD EXPLORATION The field exploration consisted of drilling fourteen borings along the proposed parkway alignment. The borings were drilled between July 27 and August 31, 2000 and drilled to depths of 15 ft to 75 ft with a truck -mounted rig having hydraulic drawdown. The approximate locations of the borings are shown on Figures lA and 1B. The elevation, station, and offset information of the project borings was provided by Walsh Surveying, Inc. and are presented on the individual boring logs. 2.1 Soil Sampling Soils typically were sampled at 2-ft intervals to the boring completion depths. The borings were initially dry augered until free water was encountered and then continued using wet rotary methods. Cohesive soil samples typically were obtained by hydraulically pushing a 3-in. diameter thin -walled Shelby tube a distance of about 24 in. in accordance with ASTM D 1587. The soil samples were extruded in the field and visually classified by our field technician. Our field technician measured the penetration resistance of the recovered soil samples using a calibrated hand penetrometer. The penetration resistance data are shown on the boring logs. Representative portions of the recovered soil samples were wrapped in aluminum foil, sealed in plastic bags and transported to our laboratory. Tolunay-Wong Engineers, Inc. Project No.: 00-336 Cohesionless soils were typically sampled by driving a 2-in. diameter, split -barrel sampler. The sampler was driven about 15 in. by blows from a 140-1b. hammer falling 30 in. in accordance with ASTM D 1586. Our field technician recorded the number of blows required to drive the sampler through each 6-in. interval. These blow counts are shown on the boring logs. The sum of blows required to penetrate the fmal 12 in. is the Standard Penetration Test "N" value. Our technician visually classified the recovered soil samples in the split -barrel sampler and sealed representative portions in plastic bags for transport to our laboratory. The Texas Depaitwent of Highways and Public Transportation (TxDOT) cone penetrometer was utilized to measure in situ soil consistencies at approximate depth increments of 5 ft. The tests were performed by seating a 3-in. diameter cone into the soil with 12 blows from a 170-1b. hammer failing 24 in After seating the number of blows required to advance the cone for two consecutive 6- in. intervals is recorded at the appropriate depths on the individual logs of borings. 2.2 Water Level Measurements All soil borings were dry augered until free water was encountered to evaluate the presence of perched or free waterconditions and then continued using wet rotary methods. We obtained three consecutive 5-min. water -level measurements in each boring after encountering free water. In addition, 24-hr to 48-hr water level readings were obtained in the open boreholes. 2.3 Boring Logs Our interpretations of general soil and water -level conditions at the boring locations are included on the boring logs. The boring logs are presented in Appendix A. 3 LABORATORY TESTING We performed selected soil mechanics laboratory tests on the samples recovered from the borings to measure their physical and engineering properties. The testing program consisted of the moisture content determination of the recovered soil samples, plasticity characteristics of selected soil samples by determining their Atterberg limits, unconfined compression tests to measure the undrained shear strength of cohesive soil samples and the measurement of the fines contents of granular soil samples. The results of the laboratory tests are given on the logs of borings presented in Appendix A. Tolunay-Wong Engineers, Inc. Project No.: 00-336 4 GENERAL SUBSURFACE CONDITIONS 4.1 Soil Stratigraphy This section presents the generalized observed soil stratigraphy for the roadway alignment as characterized by the project bonngs. A generalized soil stratigraphy profile based on the project borings is shown on Figures 2 through 5. The soil stratigraphy for borings CB-1 through CB-11 and CB-14 typically consists of clays and to a lesser extent sandy clays with occasional silty sand layers to the 15-ft and 25-ft explored depths except for borings CB-12 and CB-13. Borings CB-12 and CB-13 were drilled to 75-ft depths on the south and north banks of Clear Creek, respectively. These deep bridge borings generally consist of alternating layers of clays and silty sands/fine sands and to a lesser extent, sandy clays to the 75-ft boring completion depths. Detailed descriptions of the soils are presented in the boring logs in Appendix A. 4.2 Soil Properties The soil properties to be used in the various design procedures for the roadway alignment were based on the data base developed from the field and laboratory programs. These properties are addressed in the following paragraphs. We measured liquid limits ranging from 50% to 94% and plasticity indices of 24 to 63 on eighteen selected clay soil samples. The median values of liquid limit and plasticity index for clay soils are 74% and 47, respectively. The in situ moisture contents for these samples ranged from eight percentage points dry to six -percentage points wet of the corresponding plastic limits. We measured undrained shear strengths ranging from 3.6 psi to 47.3 psi on twenty cohesive soil samples recovered from the project bonngs. The median value of undrained shear strength is 10 psi. Based on the measured undrained strengths, the pocket penetrometer data, and the TxDOT cone data, the cohesive soils were inferred to have soft to very hard consistencies. Tolunay-Wong Engineers, Inc. Project No.: 00-336 We measured fines contents ranging from 5% to 45% on six cohesionless soil samples recovered from the project borings. A fines content of 83% was measured on a selected sandy clay samples in boring CB-5. • 4.3 Groundwater Conditions The project borings were dry augered initially to evaluate the groundwater conditions. The borings were left open so that water level measurements could be taken in about 24 to 48 hours after they were completed Water levels measured in open boreholes are only approximate since they can be influenced by caving, surface runoff, and infiltration from perched water. Accurate determination of groundwater levels, usually made from open standpipe piezometers, was beyond the scope of this study. The following table summarizes groundwater depth observations. Boring No. Ground Elevation Level (ft) Depth Free Water (Elev.) Static Depth Groundwater (Elev.) (ft) Depth Cave-in (ft) Depth Total 1 41.2 13.5 ft (27.7 ft) 5.0 ft (36.3 ft) 15 6.1 2 39.4 13.0 ft (26.4 ft) 8.5 ft (30.9 ft) 15 10.3 3 39.0 Dry Dry 25 14.8 4 38.2 Backfilled by Unknown 25 - Dry 5 40.5 10.5 ft (30.0 ft) 9.3 ft (31.2 ft) 25 13.2 6 40.9 Dry 13.4 ft (27.5 ft) 25 15.1 7 40.3 13.5 ft (26.8 ft) 11.2 ft (29.1 ft) • 15 12.9 8 42.8 Dry Dry 15 14.3 9 41.1 Dry Dry 15 14.5 10 40.4 Dry Dry 15 14.7 11 39.6 Dry Dry 15 14.9 12 40.5 35.0 ft (5.5 ft) 15.1 ft (25.4 ft) 75 55.3 13 40.3 16.6 ft (23.7 ft) 16.2 ft (24.1 ft) 75 50.3 14 40.4 Dry Dry 15 - Tolunay-Wong Engineers, Inc. Project No.: 00-336 5 PAVEMENT SUBGRADE PREPARATION Pavement subgrade preparation including site stripping, subgrade compaction and fill placement may be required. These considerations are addressed in the following paragraphs. 5.1 Site Stripping Areas within roadways should be stripped of topsoil and organic matter, such as major root systems, to a depth of at least 4-in. Tree stumps located within the pavement areas, if encountered, should be grubbed to full depth. After stripping, areas within roadways should be proof -rolled to detect zones of soft or wet material for removal. Proof -rolling of the subgrade should be performed with a heavy rubber -tire vehicle such as pneumatic -tire roller or loaded dump truck. If encountered, such soils should be undercut and replaced with material of similar physical and moisture charactenstics. Particular care should be given to limiting excessive subgrade drying and desiccation as a means of reducing subsequent subgrade swelling after construction. The ground surface should be appropriately graded throughout construction to prevent ponding of rainfall runoff and provide positive drainage. The stripping and proof -rolling should be witnessed by the Goetechnical Engineer or his representative. 5.2 Subgrade Stabilization The surficial soils within the pavement areas consist of high plasticity clays. We recommend that after stripping in the pavement areas, the areas with exposed clay soils should be stabilized with hydrated lime to a 12-in depth. For planning purposes, a hydratedlime content of 6%, by dry weight, may be specified in the project documents. We recommend establishing a separate line item for stabilizer since that actual requirements should be verified in the field after stripping and grading. Verification is typically done by performing liquid limit and plastic limit tests on stabilized samples containing various hydrated lime contents. Texas Depaitntent of Transportation Specifications (TxDOT), Items 260 and 264 can be used as a procedural guide for placing, mixing and compacting lime stabilizer and soil. The stabilized soil should be compacted to at least 95% of the standard Proctor maximum dry density within two percentage points of the optimum moisture content. Tolunay-Wong Engineers, Inc. Project No.: 00-336 5.3 Fill Placement for Roadway Fill required for grading at the roadways should preferably be select cohesive soil having a measured plasticity index of 7 to 20, and should be free of organic matter and excess silt. All fill should be placed in lifts not exceeding 8-in. loose measure. All fill should be compacted to at least 95% relative compaction and at a moisture content within two percentage points of the optimum moisture content. The laboratory -measured maximum dry density and optimum moisture content should be determined in accordance with ASTM D 698. 6 PAVEMENT DESIGN RECOMMENDATIONS The data presented in this report have been used for analysis of pavement design requirements in accordance with the "AASHTO Guide for Design of Pavement Structures — 1993" prepared by the American Association of State Highway and Transportation Officials. The design approach includes certain modifications to the ` AASHTO Interim Guide for Design of Pavement Structures, 1981" which was developed as a result of the AASHTO Road Test program and based on road user definition of failure. The primary basis for the AASHTO pavement prediction method is cumulative heavy axle load applications. A mixed traffic stream of different axle loads and configurations is converted into an equivalent number of heavy load applications, termed 18-kip Equivalent Single Axle Loads (18-kip ESAL), using load equivalency factors determined at the AASHTO Road Test. The general methodology in the AASHTO Guide for Design of Pavement Structures, 1993 (AASHTO Design Guide) relates the total numbers of 18-kip ESAL's to the service life of the pavement structure. We performed rigid pavement design including selection of design parameters, in accordance with the AASHTO design Guide. The following parameters were used in our analyses. 6.1 Design Parameters The AASHTO pavement prediction method requires the definition of four categories of parameters. The categories include design variables, performance criteria, material properties for structural design, and structural characteristics. The following paragraphs describe the design parameters used in our pavement design analysis. The selected parameters are in accordance with the current AASHTO Design Guide. Tolunay-Wong Engineers, Inc. Project No.: 00-336 6.2 Time Constraints Selection of performance analysis period inputs will affect the pavement design from the dimension of time. The performance period refers to the period of time that an initial pavement structure will last before it needs rehabilitation. The analysis period refers to the period of time for which the analysis is to be conducted. We used a 20-year performance period as a design basis for this project. 6.3 Traffic The design procedure is based on cumulative expected 18-hp Equivalent Single Axle Load (ESAL) applications during the analysis period. The AASHTO Design Guide presents a procedure for converting a mixed traffic stream of different axle loads and axle configurations into a design traffic number. Each expected axle load is converted into an equivalent number of 18-kip single axle loads and these loads are summed over the performance period. Traffic loading for this project was furnished by Walsh/Freese and Nichols. We converted the design Average Annual Daily Traffic (AADT) values to 18-kip ESAL applications ranging from 1 million to 10 million. 6.4 Reliability Reliability is defined as the probability that a pavement section designed using the AASHTO process will perform satisfactorily for the design period, given the assumed traffic and environmental conditions. Application of the reliability concept requires definition of the functional classification of the facility, selection of reliability level, and selection of a standard deviation that is representative of local conditions. For this project we used a reliability level of 95%. Based on the performance prediction error that was developed at the original AASHTO Road Test, and average standard deviation of 0.25, corresponding to a total standard deviation for traffic of 0.35, was used in the rigid pavement design. 6.5 Environmental Effects Loss of riding quality and serviceability can result from temperature and moisture changes affecting the strength, durability, and load carrying capacity of the pavement and roadbed materials, as well as roadbed swelling due to expansive potential of the subgrade soils. Moisture effects can be controlled by providing proper drainage and surficial sealing. Effects of subgrade treatment and Tolunay-Wong Engineers, Inc. Project No.: 00-336 drainage on the pavement design are included in such parameters as the loss of support factor and the drainage coefficient which are discussed in the following paragraphs. 6.6 Serviceability The serviceability of a pavement is defined as its ability to serve the types of traffic which use the facility. The primary measure of serviceability is the Present Serviceability Index (PSI) which ranges from 0 (impossible road) to 5 (perfect road). The basic design philosophy of the AASHTO Guide is the serviceability/performance concept. This concept provides a means of designing a pavement based on a specific total traffic volume and a minimum level of serviceability desired at the end of the performance period (Terrrunal Serviceability Index, pt). Selection of pt is based on the lowest index that will be tolerated before rehabilitation, resurfacing, or reconstruction becomes necessary. The AASHTO Design Guide suggests a pt of 2.5 (used to indicate pavement in fair condition) or higher for design of major highways, and 2.0 (used to indicate pavement in poor condition) for highways with lesser traffic volumes. An original or initial Serviceability (po) of 4.5 for rigid payments, which was observed at the AASHTO Road test, are typically used in our analyses. Once po and pt are established, the following equation is applied to define the total change in the serviceability index: APSI Po - Pt We used a pc of 4.5 and a pt of 2.5 for pavement analysis. 6.7 Modules of Subgrade Reaction (k) The strength of the subgrade for design of rigid pavements is characterized by the modules of subgrade reaction (k). The value of a k depends on the modulus of elasticity of the subgrade soils. Stabilization and compaction of the subgrade soils will typically result in a k value of about 200 pci, based on our experience in the area and similar soils. 6.8 Modules of Rupture The modules of rupture (MR) for the concrete pavement as required by the design procedure is the mean value determined after 28 days using third -point loading (AASHTO T97). Because of the treatment of reliability in the AASHTO Design Guide, it is strongly recommended that the normal Tolunay-Wong Engineers, Inc. Project No.: 00-336 10 construction specification for modulus of rupture (flexural strength) not be used as input, since it represents a value below which only a small percent of the distribution may lie. If it is desirable to use the construction specification, then some adjustment should be applied, based on the standard deviation of modulus of rupture and the percent of the strength distribution that normally falls below the specification. In our analysis, we used an average 28-day flexural strength of 500 psi, and 650 psi for comparison purposes. 6.9 Loss of Support This factor accounts for the potential loss of support for rigid pavements arising from subbase erosion and/or differential vertical soil movements. It is treated in the actual design procedure by diminishing the effective modulus of subgrade reaction values based on the size of the void that may develop beneath the slab. Recommended loss of support factors (LS) in the AASHTO Design Guide range from 1.0 to 3.0 for stabilized soils. We used a LS of 1.0 to reduce the k value for the lime stabilized subgrade from 200 pci to 70 pci. 6.10 Drainage The expected level of drainage for a rigid pavement is incorporated into the performance equation through the use of a drainage coefficient, Cd.. The coefficient will depend on the quality of drainage and the percent of time during the year the pavement structure would normally be exposed to moisture levels approaching saturation. Drainage coefficients ranging from 1.25 (excellent drainage, less than 1% exposure) to 0.70 (very poor drainage, greater than 25% exposure) are given in the AASHTO Design Guide. A Cd value of 1.1, corresponding to good quality drainage with the rigid pavement structure being exposed to moisture levels approaching saturation approximately 1% to 5% of the time, was used in our analyses. 6.11 Load Transfer The load transfer coefficient, J, is a factor used in rigid pavement design to account for the ability of a concrete pavement structure to distribute load across discontinuities such as cracks or joints. The recommended values for J in the AASHTO Design Guide, for different conditions developed from experience and mechanistic stress analysis, range from 2.3 to 4.4. Tolunay-Wong Engineers, Inc. Project No.: 00-336 -11— A load transfer coefficient of 3.0, which assumes a jointed reinforced concrete pavement with some type of load transfer device such as dowel bars at the joints, was used. 6.12 Rigid Pavement Thickness Based on the discussed design parameters and using the "AASHTO Pavement Design Program' for personal computers, the following design pavement thicknesses were calculated for a stabilized subgrade for 28-day concrete flexural strengths (modulus of rupture) of 550 psi and 650 psi. 7 Rigid Pavement Thickness (inches) Concrete Modulus of Rupture 18-kip ESAL Applications 550 psi 650 psi 1,000,000 7.50 7.00 3,000,000 9.00 8.25 5,000,000 9.75 9.00 7,000,000 10.25 9.50 10,000,000 10.75 10.00 6.13 Rigid Pavement Reinforcement Concrete pavements should be reinforced in accordance with applicable State of Texas requirements. Reinforcing steel should consist of reinforcing bars running in both directions. The amount of reinforcing steel may be determined from the following equation: where: As = WFL/2f5 As = required steel area per ft of width W = weight of the slab (psf) F = Coefficient of resistance between slab and subgrade (generally assumed to be 1.5) f5= Allowable tensile stress in the steel (psi) L = Length of slab (ft) Tolunay-Wong Engineers, Inc. Project No.: 00-336 12— The above equation also applies to the design of transverse steel reinforcement in continuously reinforced concrete pavements. Longitudinal reinforcing steel requirements in continuously reinforced concrete pavements are presented in the AASHTO design Guide. All longitudinal transverse and construction joints should be keyed and doweled. As a minimum, dowels should consist of No. 5 bars, 18-in. long on 18-in. centers. Dummy groove joints are recommended to control cracking in spans in excess of 30-ft in length. Dummy joints may be sawed to a depth equal to '/ the thickness of the slab. City and County standards should be consulted in planning the reinforcing and joint details for the pavement and should govern if found to conflict with the above recommendations. 6.14 Pavement Maintenance It is essential to maintain the pavement to prevent infiltration of water into the subgrade soils, Allowing water into the subgrade will accelerate pavement failure and maintenance requirements. Periodic maintenance must be performed on the pavement sections to seal any surface cracks and prevent infiltration of water. 7 BRIDGE FOUNDATION DESIGN AND CONSTRUCTION The project involves the construction of a bridge crossing at Clear Creek. The proposed bridge may be supported on driven precast concrete piles or drilled cast -in -place concrete shafts. The following sections discuss design and construction recommendations for the deep foundations for the bridge crossing. 7.1 Deep Foundation Design and Construction We prepared accumulative allowable static frictional resistance curves in accordance with the guidelines presented in the "Foundation Exploration and Design Manual" prepared by The Bridge Division of the Texas Highway Department. These curves were prepared for driven piles and drilled shafts for the locations of borings CB-12 and CB-13. We used the following assumptions in developing those curves: Tolunay-Wong Engineers, Inc. Project No.: 00-336 -13- • A soil reduction factor of 0.7 was applied to the calculated allowable static frictional resistance for driven piles to determine the allowable static friction resistance for drilled shafts. • Skin friction for the driven piles was limited to 1.25 tsf as specified by TxDOT. • The design curves are for axial loads on vertical foundation units and assume soil cover around the unit either from the existing ground or from the mudline at the boring locations at the time of our study. • Standard geotechnical design for deep foundation units typically disregards frictional resistance from at least the top 5-ft depth to account for construction disturbance, scour, etc. • End bearing was not considered herein for the deep foundation units. The accumulative allowable static frictional resistance computations for borings CB-12 and CB-13, presented in a format similar to TxDOT Forms 1091 and 1190 for piling and drilled shaft foundation design, are presented on Figures 6A through 6D. The accompanying curves for driven pile and drilled shaft design are presented on Figures 7A through 7D. The capacities are for gravity loads on individual foundation units with a minimum center -to -center spacing of three pile or shaft diameters. 7.2 Downdrag Loads Downdrag loads are not expected in the overconsolidated soils encountered at the proposed bridge crossing. 7.3 Driven Pile Installation Materials for the manufacture of precast concrete piling should be in accordance with guidelines set forth in the publication "Recommendations for Design, Manufacture and Installation of Concrete Piles" prepared by ACI Committee, 543. Presented below are some recommendations, which constitute good driving practice for precast concrete piles. Tolunay-Wong Engineers, Inc. Project No: 00-336 - 14- Pile Alignment — The pile should be properly aligned prior to driving and held with fixed leads. Realignments should not be allowed once driving has commenced. The top of the pile should be square or perpendicular to the longitudinal axis of the pile to prevent damage to the pile edges during driving. Driving Energy - Driven concrete piles are typically installed with a dynamic hammer having an effective driving energy of 18,000 ft-lbs to 48,000 ft-lbs per blow. Driving resistance of between 80 and 100 blows per ft for such a hammer is generally considered refusal. Driving stresses should be reduced by shortening the hammer stroke when driving through relatively soft soils. This reduction in energy delivered to the pile will decrease the possibility of developing damaging reflected tensile stresses in the concrete pile. Cushioning Considerations - The entire hammer -cushion pile system should be compatible and capable of installing piling to design penetrations in an undamaged state. Adequate cushioning material between the pile driver's cap and the pile head should be provided For piles of over 50-ft length, a cushion of softwood with a thickness of 6 in. to 12 in. is preferred Pre-augering - Installation of displacement piling may encounter hard driving in very dense sand stratum or in very stiff to hard consistency cohesive zones. Pre -drilling may be employed if blow counts exceed 100 blows per foot, however, in waterbearing cohesionless soils this method will be very difficult and prejetting may be used Jetting should extend no deeper than 5 ft above the final tip elevation. Jetting operations should be monitored carefully. Jetting is not recommended in cohesive soils. 7.4 Drilled Shaft Construction Installation of drilled shafts in waterbearing cohesionless soils will require slurry -drilling procedures to seal off the waterbearing zone. Several practical considerations of importance in drilled shaft construction including alignment, drilling method, and concrete placement are presented below: Shaft Alignment. It is often difficult to get a drilled shaft perfectly aligned either in plan or elevation. The alignment at the ground level should be within 4% of the shaft diameter. Larger misalignment may require an adjustment in design for the additional moment resulting from Tolunay-Wong Engineers, Inc. Project No.: 00-336 15— eccentricity of the design load. Maximum vertical misalignment as suggested by ACI Committee 336.1 is as follows: Category A - Non -reinforced shafts extending through materials offering minimal lateral restraint - not more than 0.125 x diameter. Category B - Same but soil is competent for lateral restraint -not more than 0.015 x shaft length. Category C - Reinforced concrete shaft -to be determined on a site basis by the project engineer Drilled shafts should not be excavated within three shaft diameters, edge -to -edge, of shafts that have been concreted within 24 hours The head elevation of all existing shafts within three shaft diameters of a shaft being constructed should be monitored before and after the shaft construction. Differences in elevation should be brought to the attention of the Geotechnical Engineer. Drilling Method. For shafts constructed with drilling mud, a visual inspection is not possible. A check on verticality of the shaft should be made to the full depth of dry augenng prior to introducing drilling mud. A common specification on verticality is one percent of the shaft length. Typically, problems with verticality develop early in the excavation process and can be corrected before the drilling mud is introduced. Drilling mud should be checked occasionally during shaft excavation. The properties of drilling mud should be maintained at a specific gravity of 1.1 to 1.2, a viscosity of 30 to 45 sec on the Marsh funnel and a sand content of less than 10% When a shaft excavation is completed to full depth with drilling mud, the bottom should be probed, sounded, and cleaned with a "clean out" bucket before concreting. A final probing after the cleaning operation is essential for slurry excavation. Concrete Placement. Following inspection, the excavation may be filled with concrete placed through a tremie pipe or by pumping. The tremie pipe diameter should be at least as large as eight times the largest concrete aggregate size. The use of high slump concrete, 6-in. to 9-in. slump, is recommended for placement in slurry conditions. A computation of final concrete volume for each shaft should be made. Shafts exhibiting either excessively high or significantly low volume of concrete should possibly be cored. Tolunay-Wong Engineers, Inc. Project No.: 00-336 16- 7.5 Lateral Load Analyses It is necessary to design the foundation unit to resist both vertical and lateral loads. The foundations will be subjected to lateral loading from wind forces and other sources. The lateral forces generated from those sources will be taken by mobilization of resistance in the surrounding soils as the unit deflects, and by the structural capacity of the foundation section. We will be glad to provide lateral load capacities for you when the foundation depths, types, and sizes have been selected. 7.6 Foundation Settlement Post -construction vertical movements due to design loads are not anticipated to be larger than 0.5 in. for driven piles or drilled shafts installed using proper construction techniques. Movements will consist of elastic shortening of the foundation unit and deformation at the foundation tip. 8 EMBANKMENT DESIGN AND CONSTRUCTION We understand that the embankments leading to the proposed Clear Creek Bridge crossing will have a maximum height of 20 and 4 (horizontal) to 1 (vertical) sideslopes. The embankments may be constructed with TXDOT Type "C' fill soils. The following sections present the results of the embankment settlement and stability analyses considering Type "C" fill soils. Figures 8a through 8d present the 20-ft embankments. 8.1 Embankment Stability Analyses The cohesive soils underlying the proposed embankments are overconsolidated. Total settlement of the subsurface soils due to embankment construction is estimated on the order of 2 in. to 3 in. for 20-ft high embankments. An additional 1.5 in. to 2 in. of settlement should be expected within the Type ' C" embankment fill. About 50 to 60% of these settlements will be realized during construction. 8.2 Embankment Stability Analyses Global stability analyses were performed for 20-ft high embankments constructed with Type fill material and a 4H:1 V vertical sideslopes. The soil stratigraphy modeled below the embankment is representative of the conditions encountered in the borings along the embankment areas. Tolunay-Wong Engineers, Inc. Project No.: 00-336 - 17— Our results indicate that a 20-ft high embankment will have a factor of safety against sliding failure of 4.3 during the short-term (construction period) and a factor of safety against sliding failure of 1.98 during the long-term (performance period). Figures 8a through 8d present the results of our slope stability analyses. 8.3 Fill Placement Recommendations The fill should be placed in lifts not exceeding 8-in. loose measure and compacted to at least 95% of the minimum density determined in accordance with Test Method TEX-114-E. The lifts should be uniform across the entire roadway width. The 1993 Standard Specifications for Construction of Highways, Streets, and Bridges of the TxDOT can be used as a guide for density control specifications. Design parameters for TxDOT Type "C" soils are: unit weight is 125 pcf, cohesion is 150 psf and angle of friction is 15 degrees. Subgrade preparation should consist of stripping surface vegetation to a nominal depth of 2 in. to 3 in. Stumps and large root systems should be grubbed to full depth. The exposed surface should be scarified to a depth of at least 4 in. and compacted to the same requirements for embankments. Any soft spots encountered should be excavated and replaced with suitable fill material. 9 BOX CULVERT DESIGN AND CONSTRUCTION Box culvert crossings are proposed for Banbury Cross Ditch (sta. 59+00) and Barry Rose Ditch (sta. 73 + 75). Four 25-ft deep soil borings, CB-3 and CB-4 at Banbury Cross Ditch and CB-5 and CB-6 at Barry Rose Ditch, were drilled to evaluate the subsurface soils. 9.1 Box Culvert Excavation Excavation retention and groundwater control for the box culverts are the contractor's responsibilities. The comments and suggestions given in this report regarding construction planning are for information purposes only and may be used to review the contractor's proposed construction procedures. Tolunay-Wong Engineers, Inc. Project No.: 00-336 18 Based on the observed conditions in the project borings, excavations for the proposed box culverts are anticipated to encounter primarily clays and sandy clays except in the vicinty of boring CB-3. Silty sand was encountered between the 10-ft and 16-ft depths in boring CB-3 If seepage into these excavations occur as a result of surface influx or perched water conditions, it can probably be controlled by pumping from sumps. Mechanical dewatering of the silty sands such as those encountered in boring CB-3 may be necessary. Ground water levels and seepage conditions should be checked just prior to excavation. 9.2 Box Culvert Design The box culvert is a buried rigid structure which is constructed in an excavation and then backfilled. The pressures which the soil can be expected to exert on the walls are mainly a function of the type of backfill and its method of placement. Over compaction of backfill behind walls and utilization of highly plastic expansive clay backfill are practices which generally produce the highest wall pressures. In these horizontal earth pressures exceeding the vertical earth pressure can be expected. Backfill selection and its method of placement are critical. Bank sand, select cohesive soil, and on -site cohesive soils are the three types of fill material that may be considered for this project. Bank sand is a silty fine sand which contains no more than 40 percent material passing the No. 200 Sieve and is free of clay balls and debris. Select cohesive soil has a plasticity index of 7 to 20, a maximum liquid limit of 40 percent and is free of organic and other deleterious material. If on site soils are used, most of the excavated soils for the box culverts will be clays and sandy clays with plasticity indices more than 20. The backfill to be used behind the culvert walls should be inspected prior to use The fill should be placed in 8 in. loose lifts and compacted to 90% of the maximum standard Proctor density at a moisture content within two percentage points of the optimum (ASTM D 698). Fill under pavements should be compacted to at least 95% of ASTM D 698. Shrinkage of up to 1% of fill thickness can be expected in compacted fill. Design lateral pressures for the box culvert walls may be calculated for each backfill type and compaction level using the following equivalent fluid densities. Tolunay-Wong Engineers, Inc. Project No.: 00-336 - 19- Soil Compactive (%) Effort Equivalent Fluid Densities (pcf) Type Above Water Below Table* Water Table Select cohesive backfill (7 < PI < 20) 88 to 92 65 95 93 to 98 85 103 Non -select cohesive backfill (PI > 20) 88 to 92 75 105 93 to 98 100 113 Bank Sand (Fines content < 25%) 88 to 92 55 88 93 to 98 75 96 include a water component, if applicable. *These magnitudes The bank sand backfill is generally more expensive but produces correspondingly lower design wall pressures. If bank sand is used, it should be capped at the ground surface with 2 ft of select or on -site non -select cohesive material. An allowable gross total gravity load bearing pressure of 3000 psf may be used in design for box culvert foundations placed in undisturbed stiff to very stiff cohesive soils. Vertical soil pressure above the top of the box culvert may be calculated by multiplying backfill thickness (in ft.) by 130 pcf. Traffic wheel load of 500 psf should also be incorporated into calculations for vertical pressure 9.3 Pavement Structure The new pavement structure across the new box culverts should match the design pavement sections for the proposed alignment. This includes stabilizing the upper 12 in. of subgrade soils beneath the pavement with 6% lime by dry weight. All stabilized soils should be compacted to at least 95'% of the maximum dry density within two percentage points of the optimum moisture contents (ASTM D 698). 10 STORM SEWER DESIGN AND CONSTRUCTION We understand that storm sewers will be improved along the project alignment. The sizes and depths of the sewers are presently not known. Excavations for the sewers are expected to encounter Tolunay-Wong Engineers, Inc. Project No.: 00-336 20- primarily cohesive soils for the project borings. Waterbearing sands should be anticipated below the 10-ft depth in borings CB-3 and CB-13. Seepage influx into the excavations within the cohesive soils can probably be handled by sumps and pumps. Mechanical dewatering may be necessary if waterbearing sands and silts are encountered. 10.1 Utility Bedding and Backfill Criteria Bedding and backfill for storm sewers should be constructed using the City of Houston Depai tnient of Public Works and Engineering Standard Construction Specifications for Wastewater Collection Systems, Water Lines, Storm Drainage and Street Paving, dated July 1997. In accordance with these specifications, the backfill requirements should conform to Section 02317 "Excavation and Backfill for Utilities" and Section 02320 "Utility Backfill Material." In accordance with the City of Houston Standard Construction Details, bedding and backfill for storm sewers, dependent on the size of the pipe, outlined on Drawings No. 02317-03, No. 02317- 04, and No. 02317-09 appears to be* appropriate for storm sewers bedded within the cohesive soils encountered along the alignment, provided a stable trench has been achieved through sumping the seepage from the cohesive soils below the water table. When excavation terminates in dry cohesive soils, or wet cohesive soils are made stable by sumping and pumping, minimum bedding as outlined in Drawing No. 02317-03 should be used for 24-in. diameter or smaller sewers, Drawing No. Q2317- 04 for 24-in. to 36-in. diameter sewers, and Drawing No. 02317-09 for sewers 42-in. and greater in diameter. If excavations encounter waterbearing silty sands such as those encountered at 10-ft depth in borings CB-3 and CB-13, then additional bedding requirements including the installation of a minimum 6-in. thick crushed stone foundation wrapped with filter fabric at the bottom of the excavation, will be necessary. In this case the Drawing Nos: 02317-02 and 02317-06 should be used as a guideline. 10.2 Excavation and Bracing Trench excavations which exceed 5-ft depths will require an adequate retention system to protect employees from cave-ins. The current Occupational Safety and Health Administration (OSHA) standards (29 CFR, part 1926, Subpart P) include provisions for the design of sloping and Tolunay-Wong Engineers, Inc. Project No.: 00-336 21 benched trench excavations in single or multiple -layer soil stratigraphics less than 20-ft deep, in lieu of bracing and shoring. The regulations specify maximum slope declivities contingent on soil type. Type A, Type B, Type C. The encountered layered cohesive natural and fill soils would be classified as "Type C." The trench shield (box), if used, should be designed by the contractor to withstand lateral loads imposed by the specific soil conditions. The soil stratigraphy and groundwater conditions encountered during excavations may vary from those observed in the project borings or characterized herein. The contractor should collect additional subsurface information as he deems necessary to determine if the existing conditions are representative of those described here. All excavations and retaining structures should be monitored on a continuous basis by experienced personnel who can make evaluations as to the appropriateness of the retention system used. 10.3 Groundwater Control Construction dewatering and excavation retention are the contractors responsibilities. We provide groundwater control planning comments and suggestions for informational purposes. These comments may be used to review the contractor's proposed excavation procedures. Seepage influx into the excavations within cohesive soils probably be handled by sumps and pumps provided the excavations remain open for short periods. Excavations below the 10-ft depth in the vicinity of borings CB-3 and CB-13 will require mechanical dewatering of the waterbearing silty sands. We recommend installation of piezometers along the alignments prior to construction to assess the water level information. Groundwater levels and seepage conditions should be checked just prior to excavation. 11 DESIGN REVIEW Review of the design and construction plans as well as the specifications should be performed by TWEI before release. The review is aimed at determining if the geotechnical design recommendations and construction criteria presented in this report have been properly interpreted. Design review is not within the scope of work authorized in this study. Should you elect to retain TWEI to perform a design review, additional fees would be applicable. Tolunay-Wong Engineers, Inc. Project No.: 00-336 -22 12 LIMITATIONS This report has been prepared for the exclusive use of Walsh/Freese and Nichols and its design team for specific application to the construction of the referenced roadway. Our report has been prepared in accordance with generally accepted geotechnical engineering practice common to the local area. No other warranty, expressed or implied, is made. The analyses and recommendations contained in this report are based on the data obtained from the referenced subsurface exploration. The borings indicated subsurface conditions only at the specific locations and time, and only to the depths penetrated. The borings do not necessarily reflect strata variations that may exist between boring locations. The validity of the recommendations is based in part on assumptions about the stratigraphy made by the Geotechnical Engineer. Such assumptions may be confirmed only during earthwork and foundation construction. If subsurface conditions different from those described are noted during construction, recommendations in this report must be reevaluated. If any changes in the nature, design, or location of the sewers are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report are modified or verified in writing by TWEI. TWEI is not responsible for any claims, damages, or liability associated with interpretation of subsurface data or reuse of the subsurface data or engineering analyses without the expressed written authorization of TWEI. Tolunay-Wong Engineers, Inc. Project No.: 00-336 .4.. 0• 0 1, • • •• t1 8 3NI1 H31vW OF le i m` U •. • t i f • . , ell( '. .. ' r ..• . %..r , (N. `,c) J ELEVATION N V o O m N w in owir Or 6 rrr -10.8108 40.3 OFFSET -87.8631 m R O Oo -1 N to r7 or • n 1D 01 01 o tD N Z O 4 1- w 31+28.07 44+92.95 ti I-- + '0 TVV: rn ; -t + r= N 0 o r 0) r- 66 m .- 0 C e 0 1 0 LO0N U 0 o U U 0 Q— O\� • e. ee • W x • 04 • 1 • A I -, t PLAN OF BORINGS Tolunay-Wong Geosciences Consultants FIGURE 1A PROJECT NO. 00-336 Houston, Texas ELEVATION m a O V a 10 crt11 N a M a V a OFFSET -592.4806 of o N -30.4367 a 16.5224 m a m o a 0?M tD O Z 0 a co 121+30.96', G. a + m N o + 154+65.76 t(0 + tor W N + to r ttoo cocow + to o. 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TOLUNAY-WONG 0 0 act I , 0 cn 1 I 0 0 l J 1 L 1. to 1• 0 tn 0 0 O + m T 0 0 O 0 v inimmim mew. .1111.01111 • S U r c•' a. cn n• c%. 2 N U 0_ cn I Z U J U 2 N Z U M PROJECT NO. 00-336 uj w cr D 0 t. U1 O 1 U) PILING OR DRILLED SHAFT FOUNDATION DESIGN Calculated Allowable Static Frictional Resistance (Based on Coulomb's Theory, TAT) Depth (Ft.) d (Ft.) h (Ft.) w (Pcf) 9 (°) Tamp c (Psf) whTanip s Design Stress Shear Strength Soil (Tsf) of Fnctional (Tons/Ft. Allowable Resistance dS of Static Perimeter) c+whTamp or S (Psf) (Psf) (Tsf) Per Stratum Per Stratum Accumu- lative -0.0 to -5.0 Disregarded -5.0 to -15.0 10.0 5.00 135 , 0 0.000 2300 0 2300 0.575 0.288 2.88 2.9 -15.0 to -33.0 18.0 19.00 THD =17 BLOWS/FT. 0 0 0.000 0.350 6.30 9.2 PEN -33.0 to -56.0 23.0 39.50 THD PEN =50 BLOWS/FT. 0 0 0.000 0.630 14.49 23.7 -56.0 to -68.0 12.0 57.00 65 I 0 10.000 1 1900 0 1900 0.475 0.238 2.86 26.6 -68.0 to -75.0 7.0 66.50 THD PEN =100 BLOWS/FT. 0 0 0.000 1.250 8.75 35.4 d (stratum thickness); w (wet density minus 62.4; from TAT x strength of soil) around foundation). cp 144; of (shear h (depth of For submerged internal friction) strength foundation overburden of soil) perimeter conditions c (cohesion = to centroid use c + whTan (shortest of s wet density of soil) ip; S measure ratum); = c (% shear of soil): (angle s = s/2; i ` J '' il 1 - � I°1 1 II I 12 Allowable p (Accumulative E(SRds) Static Frictional Allowable shafts, Resistance in Tons/Ft. of Pile Perimeter = EdS based on Static Frictional Resistance in Tons) _ (EdS) (Pile Perimeter). complete Form 1190. a safety factor of 2.0. Accumulative FORMULA: To calculate for drilled Remarks: County Highway Control TPF Brazor'a Structure Hole Station Loc. No. from Clear Creek Bridge District Houston Date 9-13-00 No. Pearland Parkway CB-12 165+90.65 By IDB Centerline Rt. 18.52' Lt Form 1091 Page 1 of 2 FIGURE 6a DRILLED SHAFT FOUNDATION DESIGN Hole (No.) Depth (Ft.) Allowable Static Frictional Resistance dS (Tons/Ft. of Pile Perimeter) Reduced Allowable Static Frictional Resistance (Based on TAT and/or PCS Data) Reduced Allowable Static Frictional Resistance SRdS (Tons/Ft. of Shaft Perimeter) Per Stratum Accumu- lative SR Per Stratum Accumu- lative 0.0 to -5.0 Disregarded -5.0 to -15.0 2.88 2.9 0.70 2.02 2.0 -15.0 to -33.0 6.30 9.2 0.70 4.41 6.4 -33.0 to -56.0 14.49 23.7 0.70 10.14 16.5 -56.0 to -68.0 2.86 26.6 0.70 2.00 18.5 -68.0 to -75.0 8.75 35.4 0.70 6.13 24.6 SR (Soil Reduction Factor) - See Glossary for definition. Hole (No.) Elev. (Ft.) Allowable Static Resistance (Tons/Ft. Pile Fnctional dS Penmeter) of Static Shaft Reduced Allowable Resistance (Tons/Ft. SRdS Frictional Perimeter) of Per Stratum Accumu- S R Per Stratum Accumu- lative lative Reduced Accumulative Allowable Static Frictional Resistance in Tons/Ft. of Shaft Perimeter = E(dS) (SR) based on a safety factor of 2.0. FORMULA: p (Reduced Accumulative Allowable Static Frictional Resistance in Tons) _ E (SRdS) (Shaft Perimeter). Remarks: County Brazor'a Structure Clear Creek Bridge District Houston Highway No. Pearland Parkway Hole No. CB-12 Date 9-13-00 Control Station 165+90.65 By JDB !PE Loc. from Centerline Rt. 18.52' Lt. Form 1190 Page 2 of 2 FIGURE 6b PILING OR DRILLED SHAFT FOUNDATION DESIGN Calculated Allowable Static Frictional Resistance (Based on Coulomb's Theory, TAT) Depth (Ft.) d (Ft.) h (Ft.) w (Pcf) tp (°) Tarup c (Psf) whTanip (Psf) c+whTamp s Design Stress Shear Strength Soil (Tsf) Allowable Frictional of dS Static Resistance Perimeter) or S 'A of (Psf) (Tsf) (Tons/Ft. Per Stratum Per Stratum Accumu- lative -0.0 to -5.0 Disrega ded -5.0 to -10.0 5.0 2.50 130 I 0 0.000 4000 0 4000 2.000 1.000 5.00 5.0 -10.0 to -31.0 21.0 15.50 THD PEN =22 BLOWS/FT. 0 0 0.000 0.270 5.67 10.7 -31.0 to -36.0 5.0 28.50 67 0 1 0.000 3200 0 3200 1.600 0.800 4.00 14.7 -36.0 to -50.0 14.0 38.00 THD 0 0 0.000 0.500 7.00 21.7 PEN =40 BLOWS/FT. -50.0 to -58.0 8.0 49.00 THD PEN=100 BLOWS/FT. 0 0 0.000 1.250 10.00 31.7 -58.0 to -67.0 9.0 57.50 65 0 10.000 I 960 0 960 0.480 0.240 2.16 33.9 -67.0 to -76.0 9.0 66.50 THD PEN=150 BLOWS/FT. 0 0 0.000 1.250 11.25 45.2 d (stratum thickness) h (depth of overburden to centroid of s ratum); w (wet density of soil) For submerged conditions use wet density minus 62.4; tp (angle of intemal friction); c (cohesion of soil) = c from TAT x 144; s (shear strength of soil) = c + whTan gyp; S (%a shear strength of soil) = s/2; foundation perimeter (shortest measure around foundation). Accumulative Allowable Static Frictional Resistance in Tons/Ft. of Pile Perimeter = EdS based on a safety factor of 2.0. FORMULA: p (Accumulative Allowable Static Frictional Resistance in Tons) _ (EdS) (Pik Perimeter). To calculate E(SRds) for drilled shafts, complete Form 1190. Remarks: 1 County Brazoria HighwayNo. Pearland Parkway Control IPE Form 1091 Structure Clear Creek Br.dge Distnct Hole No. CB-13 Date Station 168+92.81 By Loc. from Centerline Rt. 18 38' Lt. Houston 9 13-00 JDB Page 1 of 2 FIGURE 6c DRILLED SHAFT FOUNDATION DESIGN Reduced Allowable Static Frictional Resistance (Based on TAT and/or PCS Data) Hole (No.) Depth (Ft.) Allowable Static Resistance (Tons/Ft. Pile Frictional dS Perimeter) of Static Shaft Reduced Allowable Resistance (Tons/Ft. SRdS Frictional Perimeter) of Hole (No.) Elev. (Ft.) Static Pile (Tons/Ft. Allowable Resistance Frictional dS Perimeter) of Static Shaft Reduced Allowable Resistance Frictional SRdS Penmeter) of (Tons/Ft. Per Stratum Accumu- lative SR Per Stratum Accumu- lative Per Stratum Accumu- lative SR Per Stratum Accumu- lative 0.0 to -5.0 Disregarded -5.0 to -10.0 5.00 5.0 0.70 3.50 3.5 -10.0 to -31.0 5.67 10.7 0.70 3.97 7.5 -31.0 to -36.0 4.00 14.7 0.70 2.80 10.3 -36.0 to -50.0 7.00 21.7 0.70 4.90 15.2 -50.0 to -58.0 10.00 31.7 0.70 7.00 22.2 -58.0 to -67.0 2.16 33.9 0.70 1.51 23.7 -67.0 to -76.0 11.25 45.2 0.70 7.88 31.6 SR (Soil Reduction Factor) Reduced Accumulative FORMULA: p (Reduced Allowable Accumulative See Glossary for Static Frictional Allowable definition. Resistance Static in Tons/Ft. of Shaft Perimeter = E(dS) (SR) Resistance in Tons) _ E (SRdS) (Shaft based Perimeter). a safety factor of 2.0. on Frictional Remarks: County Highway Control IPE Brazoria Parkway Structure Hole Station Loc. No. from Clear Creek Bridge District Date Houston No. Pearland CB-I3 9-13-00 168+92.81 By JDB Centerline: Rt. 18.38' Lt. Form 1190 Page 2 of 2 FIGURE 6d / AN S-DESIGN STRESS OR 1/2 SHEAR STRENGTH OF SOIL FOR EACH STRATUM IN TONS/SQ.FT. PILING FOUNDATION DESIGN r- N 0 CV II r- Safet{ r 1+0 O 0 to u_ r• O 0 co O N O 0 0 ur) O O M O Ni O O O 0 r 1 0 0 M O 0 ELEVATION IN FT. 0 O 0 N 1 TWEI Project No. 00-336 Figure No. 7a N - - . 0 N II ti is 0 4— co 0 4- 0 0 0 c6 lL TWEI Project No. 00-336 Figure No. 7b r 1 S-DESIGN STRESS OR 1/2 SHEAR STRENGTH OF SOIL FOR EACH STRATUM IN TONS/SQ.FT. PILING FOUNDATION DESIGN 0 r- N r- 60 70 DNS/FT. OF PERIMETER (1 r- r- O O N 114- 1I T ) O CD ti- O cII (1) Woe O 1 .0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0. I G ta c6 LL O r- O N O O O O In O N co 1 ELEVATION IN FT. TWEI Project No. 00-336 Figure No. 7c ♦ DRILLED SHAFT FOUNDATION DESIGN 0 4- 0 0 0 0 0 N M 1 O rn 0 0 0 0 O ELEVATION IN FT. 0 TWEI Project No. 00-336 Figure No. 7d J I --. a • 01 O 0 O C < co, C -5. S.2 ,-No 0 000 Q V7 o ° a Q,N rr •-. O O O U in N o QN C`)N 0 N • ) I 0 Lin Ln cr) O 0 Ln N N N 0 a LC) Yuba O Ln r 0 — r 0 a O • i 1 a) O a` N O 0 Z lC 0 N a) 0 LL. 0 tC C d U N 0 fC a) a FIGURE 8a r L Cq .0 M d. 1J/ CV v m c 0 1 c _a W cc 45 —IN CO 0 CD J W upoM N L cts O tt L. 0 0 0 a T3 1- F N N 1 O O g O O O N O 1 w 0 0 O 0 FIGURE 8b a CO >n 1 Pa oeoQ coco 0 0 O O O 0 0Ao �r� O 0 0 0 N 0000 m if) N NN r r T l� N M V V ) 1 V V 0 O r N v L!) 01 0 L!7 a tan LC) N N 0 N 0 Liz N r O O r N no O a) 5 a O Co m1a 0 tat 2 _a) 5H V7> L.L. p. J 4- V U a) Ic 0 t LL <o w a) U 4; U a) O a 4I c U FIGURE 8c c Q c .Oc G W ..�Cr 4.. 0 Z cn m a) a) 0 N 0 C:\PROJECTS\003 1 • a O. O O O i-°ccoc N 0 0 • i N 0 0000 .c a O o N O 0 _ • 1" fr.. 0 OCD. 000O a N r• N- N N Ne-r 0000 V) NV) a N { N N yr r r- O 0 N r u- VU)5a O O T 0 0 N Cr O 0 0 icr to us) N N O LC) N 0 O T tin N O O r O 2 Q 0 H Imo a) sta • 0 cs E N LL co J r m CD 73 U o Ic 0 t to LL t0 N 1 1 R v co i, 0 .1 0 L G. FIGURE 8d Appendix A Soil Boring Logs Tolunay-Wong Engineers, Inc. Project No: 00-336 LOG OF BORING CB-1 Project: Client: Dry Augered: Wash Bored Pearland Parkway (Sta. 31 +00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to 15 ft to ft Project No.: Date: Elevation: Station No.: Offset: Free Water at 13.5 ft Caving at Water at 5.0 ft after 48 hours 00-336 7/27/00 41.2 ft 31 + 28.07 87.86 Left 6 1 f t ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST 6" THD PEN. 2ND 6" Description We (%) Dens. (pcf) Qu or UU (psi) Str. (%) LL PI 11200 (%) 2 5 5 14 28 21 94.4 10.83 6.2* 55 54 36 33 ' it 4.50 2 6 5 CLAY, nodules - - - light soft, w/ silty dark gray red (CH) sand & gray, w/ light slickensides layer stiff gray @ w/ below 13.5', ferrous & calcareous 5'-7' 8.5' waterbeanng 40 — s ^5 - , /\/ 1.75 — 35-r .r- -r -- 10 , I►/. 4.00 30— -r- �^ r , .4-15 25 —r- _r- r 4- - 20 r r r 20 — _— 25 15 —' .r r — zn Page 1 of 1 TOLUNAY WONG ENGINEERS, INC LOG OF BORING CB-2 Project: Client: Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas Dry Augered: 0 to Wash Bored to 15 ft ft Project No.: Date: Elevation: Station No.: Offset: Free Water at 13 ft Caving at Water at 8.5 ft after 48 hours 00-336 8/9/00 39 4 ft 44+92.95 0.45 Left 10.3 ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST 6" THD PEN. 2ND 6" Description We o 1 %) Dens. (pcf) Qu or (psi) UU Str. o (%) LL PI 11200 1%► X 3.00 6 8 6 24 24 26 104 12.50 2 8* 71 47 6 8 10 CLAY, - - - - soft, gray tan w/ dark 3.5-5' w/ & sand gray slickensides layer gray, below , 10'-12' stiff 8.5' w/ 5'-7' ferrous nodules (CH) __ 0 35 - HL -5A1.25 - 30--1 - —10 — 2.25 25 - -15 20 - - 20 15—, —25 _on 10— Page 1 of 1 TOLUNAY WONG ENGINEERS, INC. LOG OF BORING CB-3 Project: Client: Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas Dry Augered: 0 to Wash Bored to 25 ft ft Project No.: Date: Elevation: Station No.: Offset: Free Water at dry Caving at Water at dry after 24 hours 00-336 8/10/00 39.0 ft 58+02.77 6.29 Right 14.8 ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS 0 oz N Description We (%) Dens. Ipcf) Qu or UU (psi) Str. (%) LL PI #200 (%) 35 30 25 20 15 10 .1011111. 0.10.111. 0 5 10 15 20 25 30 9 4 22 6 7 5 12 7 CLAY, dark gray, very stiff, w/ roots & ferrous nodules (CH) tan & gray below 3' w/ calcareous nodules, 3'-5' SAND, SILTY, gray & tan, loose ISM) - slightly compact below 15' CLAY, red, stiff, w/ slickensides & calcareous nodules (CH) - w/ sand layer @ 20.5' - w/ sand pockets, 23'-25' 15 19 29 20 25 22 96.5 108.4 15.00 26.80 4.1 2.8* 50 73 29 46 Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC LOG OF BORING CB-4 Project: Client: Dry Augered Wash Bored Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to 25 ft Free Water at to ft Water at Project No.: Date: Elevation: Station No.: Offset: dry Caving at 00-336 7/27/00 38.2 ft 60+90.21 71.32 Left ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST6" THD PEN. 2ND 6" Description We MI Dens. (PO Qu or (psi) UU Str. (%) LL PI #200 (°,6) 4.50 2.75 6 5 9 9 9 18 22 20 29 29 94.7 15.83 3.1* 72 78 49 46 0 r 5 8 8 11 8 CLAY, ferrous - - - - - - soft tan reddish w/ w/ hard, claystone sand dark below & nodu gray w/ brown layer, slickensides, gray, es 3.5' below @ (CH) below 1 very 10' 2.5'-14' stiff, 5' 10' 15'-17' w/ calcareous & 35 r r 5 4.50 30 — — r 10 3.25 25 r -C s 15 r 3.25 20 -r'20 r 15 10— --1-- -- r 25 r r —"Zn Note: Boring backfilled by unknown prior to 48 hour water level measurements. Page 1 of 1 TOLUNAY WONG ENGINEERS, INC. LOG OF BORING CB-5 Project: Client: Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas Dry Augered: 0 to Wash Bored to 25 ft ft Project No.: Date: Elevation: Station No.: Offset Free Water at 10.5 ft Caving at Water at 9.3 ft after 48 hours 00-336 7/27/00 40.5 ft 71+88.44 9.94 Left 13.2 ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS Description We (%) Dens. (pcf) Qu or UU (psi) Str. (%) LL PI I/200 (%) 40 -- 5 35 —10 30 — 15 25 — 20 20—' 15 — Maar — 25 — 30 4.50 2.50 0.75 4.50 3.25 5 6 13 10 7 4 7 12 7 B CLAY, dark gray, very stiff, w/ fine roots & ferrous nodules (CH) • light gray, soft below 3.5' CLAY, SANDY reddish brown, soft (CL) • w/ waterbeanng silty sand layer @ 10 5' CLAY, reddish brown, stiff, w/ calcareous & ferrous nodules (CH) • very stiff w/ slickensides, 20'-22' 13 22 24 23 30 96.2 21.80 2.4 * 57 24 83 TOLUNAY-WONG 10 ENGINEERS, INC. Page 1 of 1 LOG OF BORING CB-6 Project Client: Dry Augered: Wash Bored: Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to to Project No.: Date: Elevation: Station No.: Offset: 25 ft Free Water at dry Caving at ft Water at 13.4 ft after 24 hours 00-336 8/11/00 40.9 ft 75 +06.02 2.64 Left 15.1 ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST 6" J THD PEN_ 2ND 6" Description We (off) Dens. (pcf) Qu or (psi) UU Str. (o/,) LL PI 11200 (off) 4.50 16.5 �0 0 FILL, CLAY, dark gray, hard, w/ ferrous & H calcareous nodules 40--- CLAY, (CH) dark gray, very hard, w/ ferrous nodules 15 115.9 94.58 8.7 75 52 - , 4.50 000 /\' -`5 7 8 35 —.- t 2.50 - tan & gray w/ calcareous nodules below 8' 22 --10 004 6 7 30 —'- + CLAY, SANDY, red & light gray, soft, w/ silty sand layers (CL) 23 1.25 -k... 7 00001 4- 7 9 15 25—'- /1 CLAY, calcareous red & nodules, light gray, slickensides stiff, w/ ferrous (CH) & 28 73.25 t 4- 10 11 20 ' 20 —'- z0011°F/ 3.00 - hard below 23' 28 100.1 21.53 2.5* 79 52 �-25 15—' ---in Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-9 Project: client: Dry Augered: Wash Bored Pearland Parkway (Sta. 31 +00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to 15 ft to ft Project No.: Date: Elevation: Station No.: Offset: Free Water at dry Caving at Water at dry after 24 hours 00-336 8/10/00 41.1 ft 135+44.51 238.04 Left 14.5 ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS Z a `O ow Sr- N Z a fD oz re,' N Description We (%) Dens. (pcf) Qu or (psi) UU Str. (%) LL PI 1/200 (%) 1.25 1.50 4 5 4 35 39 25 104.2 16.80 4.5* 92 59 3 7 5 CLAY, nodules - - - tan, very w/ dark w/ stiff, sand to ferrous gray, 2' (CH) red layer & @ very nodules light 10.5' soft, gray below w/ below roots & calcareous 5' 10' O Ppr ri 40 —� r r y r5 35 30 25 20 15 -or —r , ' �/ 3.00 r 10 r —r --r 1 J' r 15 r r 20 —1 r 25 on Page 1 of 1 TOLUNAY-WONG 1,0 ENGINEERS, INC. LOG OF BORING CB-10 Project: Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186+00) Pearland, Texas Client: Walsh/Freese and Nichols Pearland, Texas Dry Augered: 0 to 15 Wash Bored to ft ft Project No.: Date: Elevation: Station No.: Offset: Free Water at dry Caving at Water at dry after 24 hours 00-336 8/9/00 404ft 147+03.24 30.43 Left 147ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS „9 1S 'N3d OHl THD PEN. 2ND 6” Description We (%) Dens. (pcf) Qu or UU (psi) Str. (%) LL PI 1200 (%) 12 6 13 28 32 29 99.6 20.00 2 4* 89 61 12 7 CLAY, nodules - red, dark very (CH) stiff, gray, stiff, w/ slickens,des w/ ferrous & below calcareous 10' j/ % / u 4.50 40 --0 )i2.00 = 5 - 35 — -` ` 2.00 — 10 _ 30 — J 16 CLAY, SANDY, red, stiff (CL) • • —15 25 — 20 20—' 1. 25 —zn 15 — Page 1 of 1 TOLUNAY-WONG 10 ENGINEERS, INC. LOG OF BORING CB-11 Project: Client: Pearland Parkway (Sta. 31 +00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas Dry Augered: 0 to Wash Bored to 15 ft ft Project No.: Date: Elevation: Station No.: Offset: Free Water at dry Caving at Water at dry after 24 hours 00-336 8/9/00 39 6 ft 154+65.76 4.91 Right 14.9 ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS it Lu afD oN s- F- z: nu'.`O oZ SN 1- Description We (%) Dens. (pcf► Qu or UU (psi) Str. (%) LL PI #200 I%) 2.25 5 8 11 25 31 28 91.8 7.50 1.8" 77 52 FILL, CLAY, dark gray, w/ roots & ferrous nodules _-O - ayF `` 4 0K ri 4 8 14 CLAY, ferrous - red tan & & calcareous & tan below light gray, nodules 10' stiff, slickensides, (CH) w/ r A N1.25 35 -- 5 - I\' 2.50 30---10 - 25-15 20 - - 20 15-'-25 10 -- 0 A Page 1 of 1 TOLUNAY-WONG 10 ENGINEERS, INC. LOG OF BORING CB-12 Project: Client: Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186 +00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas Dry Augered: 0 to Wash Bored 35 to 35 ft 75 ft Project No.: Date: Elevation: Station No.: Offset: Free Water at 35 ft Caving at Water at 15.1 ft after 24 hours 00-336 8/10/00 40.5 ft 165 + 90.65 18 52 Right 553ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST 6" ..9 aNZ 'N3d GHl Description We (%) Dens. (pcf) Qu or UU (psi) Str. (%) LL PI 11200 (%) 4.50 4.50 14 8 6 10 12 15 20 15 19 32 28 28 119 39.17 7.2 74 50 17 CLAY, nodules, brown, stiff, roots to 4' w/ (CH) calcareous & ferrous --0 40 — —5 35 — .. 9 6 11 9 CLAY, (CL) SANDY, tan & gray, hard, w/ sand partings y;;/ •3.50 : -• "� 4.50 — —10 - 30 r —15 - 25 — - 20 — CLAY, calcareous red & nodules light gray, (CH) stiff, slickensided, w/ / 3.00 —20 4.50 —25 15 — X4,00 Page 1 of 3 TOLUNAY-WONG 41,0 ENGINEERS, INC. LOG OF BORING CB-12 Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas Dry Augered: 0 to Wash Bored 35 to Project: Client: 35 ft 75 ft Project No.: Date: Elevation: Station No.: Offset: Free Water at 35 ft Caving at Water at 15.1 ft after 24 hours 00-336 8/10/00 40.5 ft 165+90.65 18.52 Right 553ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST 6" THD PEN. 2ND 6" Description We (%) Dens. (pcf) Qu or (psi) UU (%) Str. LL PI 11200 (%) —30 8/66 14/6 25/6 32/6 2/66 30/6 17/6 25/6 10 50 (1") 25 50 35 25 7 - soft below 30' 23 26 24 27 100.7 26.53 14.9 34 10— : • 26 SAND, - compact SILTY, below red, 40' very dense ISM) 7 —35 5— II12I6 —40 0— 'I 50 27 24 SAND, tan, dense, w/ clay pockets (SP) — 45 5 — '8/6 -50 -10 — I' 10/6 18/6 19/6 —55 -15 — Al CLAY, SANDY, gray, very stiff (CL) 2.75 —sn Page 2 of 3 TOLUNAY-WONG 10 ENGINEERS, INC LOG OF BORING CB-12 Project: Client: Dry Augered: Wash Bored Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186 +00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to 35 to Project No.: Date: Elevation: Station No.: Offset 35 ft Free Water at 35 ft Caving at 75 ft Water at 15.1 ft after 24 hours 00-336 8/10/00 40.5 ft 165 +90.65 18.52 Right 553ft ELEV/ DEPTH (ft) 501L SYMBOLS & SAMPLER SYMBOLS ,.91SL 'N3d GHl THD PEN. 2ND 6" Description (%) We Dens. (pcf) Qu or (psi) UU Str. (%) LL PI 11200 (%) r 60 O 5 7 -20 — - =- p,rA 4.25 CLAY, calcareous gray, stiff, nodules slickensided, (CH) w/ ferrous & 12 15 —65 -25 — _ 1150 50 16 50 SAND, SILTY, tan, dense, (SM) —7O -30 — 24/6 13 I' 17/6 41/6 —75 -35 — — 80 -40 — —85 -45 — —on Page 3 of 3 TOLUNAY-WONG 'I.J ENGINEERS, INC. LOG OF BORING CB-13 Project: Client: Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas Dry Augered: 0 to 16.5 ft Wash Bored 16.5 to 75 ft Project No.: Date: Elevation: Station No.: Offset: Free Water at 16.6 ft Caving at Water at 16.2 ft after 48 hours 00-336 8/31/00 40 3 ft 168+92.81 18 38 Right 50 3 ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST 6" THD PEN. 2ND 6" Description We (%) Dens, (pcf) Qu or (psi) UU Str. (%) LL PI #200 (%) 4.50 3 0 CLAY, dark gray, stiff, w/ferrous & 40 —` pi calcareous nodules, roots to 2' (CH) ^= 4.50 16 59 41 1 , . 13 13 35 --5 r a 4.50 - very hard w/sand pockets below 8' 13 1 16.3 66.20 2.8 10 ......... 13 14 FINE (SP) SAND WITH SILT, tan, fine, slightly 30 -- compact r -loose, 13'-18' 6 4/6 5/6 .1- 5/6 7 7 15 25 --` 4/6 ' 8/6 12/6 11 9 20 20 _— 5/6 6/6 8/6 16 13 15 --25 5 7/6 - II 1 1 /6 13/6 zn TOLUNAY-WONG ENGINEERS, INC Page 1 of 3 LOG OF BORING CB-13 Project: Client: Dry Augered: Wash Bored Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to 16.5 ft 16.5 to 75 ft Project No.: Date: Elevation: Station No.: Offset: Free Water at 16.6 ft Caving at Water at 16.2 ft after 48 hours 00-336 8/31/00 40 3 ft 168+92.81 18 38 Right 50 3 ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST 6" THD PEN. 2ND 6" Description We (%) Dens. (pcf) Qu or (psi) UU Str. I%) LL PI #200 (%) 2.75 50 50 25 16 50 50 50- 3.5" -very dense below 33' 20 23 107.6 45.00 6.2 45 03 • •,• • °' 10 — 30- 3" nodules reddish (CH) brown, very stiff w/calcareous jCLAY, l l 35 5 -- _= 19 21 50- 3.. 50- 5" SAND, -slightly -very dense SILTY, compact below tan, compact below 48' 45' (SM) 216 21 /6 20/6 40 0 --1 .5 J-45 4- 8/6 16/6 16/6 15/6 27/6 38/6 10 --50 -f- -15 --55 22/6 41 /6 50/6 r CLAY, gray, stiff w/calcareous nodules (CH) 2.50 TOLUNAY-WONG ENGINEERS, INC. Page 2 of 3 LOG OF BORING CB-13 Project: Client: Dry Augered: Wash Bored Pearland Parkway (Sta. 31 + 00 to 92 + 00;120 + 00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to 16.5 to Project No.: Date: Elevation: Station No..: Offset: 16.5 ft Free Water at 16.6 ft Caving at 75 ft Water at 16.2 ft after 48 hours 00-336 8/31/00 40 3 ft 168+92.81 18 38 Right 503ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST 6" THD PEN. 2N0 6" Description We (%) Dens. Ipcf1 Qu or UU (psi) Str. (%) LL PI #200 (%) / 1.75 50-5.5" 17 23 50 50- 2" 20 27 -red very below stiff 63' below 65' 32 - 96.4 13.40 14.6 — - ^ 60 -20 _- FA 651.; - -25 -- -- ... ...... .......-. ....... -........ 50- 2" 50- 1" FINE SAND, tan, very dense (SP) "18 50 7 0 -30 — _' ' 20/6 50/6 50-4" 35 __75 80 85 -40 45 -- — On —^ TOLUNAY-WONG ENGINEERS, INC. Page 3 of 3 LOG OF BORING CB-14 Project: Client: Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas Dry Augered: 0 to Wash Bored: to 40 35 30 25 20 15 15 ft ft Project No.: Date: Elevation: Station No.: Offset: Free Water at dry Caving at Water at dry after 24 hours 00-336 8/11/00 40.4 ft 182 + 99.66 46.94 Right LEV/ EPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST6" z: mo aa_ 0 oZ it-4 F Description We (%) Dens. (pcf) Qu or (psi) UU Str. (%) LL PI #200 (%) \ / \ 4.50 4.50 17 16 26 29 100 32.50 6.2* 53 33 10 4 CLAY, nodules - - - w/ tan, w/ red calcareous very sand & dark light (CH) soft seams, gray, gray, nodules, below stiff, 8'-10' hard 8' w/ 3'-5' below roots 13' to 2', ferrous — 0 — _— —5 — 1.75 — 10 rzx 4.50 15 —20 —25 --:n TOLUNAY-WONG ENGINEERS, INC. Page 1 of 1 4' SYMBOLS AND TERMS USED ON BORING LOGS Unified Soil Classifications System Symbols d.Q • .0'Qp 0I°6 11.. "1/ / 1 1 1 1 1 t 1 1 1 KAA de GW Well -graded Gravel GP Poorly -graded Gravel GM Silty Gravel GC Clayey Gravel SW Well -graded Sand SP Poorly -graded Sand SM Silty Sand SC Clayey Sand ML Sandy Silt ML Clayey Silt OL Organic Silt Inorganic Silt Clay Sandy Clay Silty Clay OH Organic Clay PT Peat FILL Fill MH CH CL CL • Sampler Symbols 2, Field Test Data Meaning Indicates depth of undisturbed sample Indicates depth of standard penetration test (SPT) Indicates depth of disturbed or auger sample Indicates depth of sampling attempt with no recovery 2.50 Pocket penetrometer reading in tons per square foot 8/6 Blow count per 6-in. interval of the Standard Penetration Test Laboratory Test Data. We (%) Dens. (pcf) Q. (tsf) UU (tsf) Str. (%) LL PI #200 (%) (*) ** Observed free water during drilling Observed static water level Moisture content in percent Dry unit weight in pounds per cubic foot Unconfined compressive strength in tons per square foot Compressive strength under confining pressure in tons per square foot Strain at failure in percent Liquid limit in percent Plasticity index Percent passing the No. 200 mesh sieve Confining pressure in pounds per square inch Slickensided failure Did not fail RELATIVE DENSITY OF COHESIONLESS & SEMI -COHESIVE SOILS The following descriptive terms for relative density apply to cohesioniess soils such as gravels, silty tine sands, and fine sands as well as semi - cohesive and serni-cohesionless soils such as sandy silts, clayey silts, and clayey sands. Typical Relative SPT "N" Density Value Ranee* Very Loose Loose Medium Dense Dense Very Dense 0-4 5-10 11-30 31-50 Over 50 r * "N" is the number of blows from a 140-lb weight having a free fall of 30 in. required to penetrate the final 12 in. of an 18-in. sample interval. The density designations correspond to a SPT "N" value range based on an e ffective overburden pressure of 1 tsf. Density descriptors may be modified because of variations in the effective overburden pressure. CONSISTENCY OF COHESIVE SOILS The following descriptive terms for consistency apply to cohesive soils such as clays, sandy clays, and silty clays. Typical Unconfined Typical Compressive SPT "N" Strength (tsfl Consistency Value Ranee" qu<0.25 0.25<qu<0.50 0.50 < qu < 1.00 1.00<q<2.00 2.00<qu<4.00 qu> 4.00 Very Soft Soft Firm Stiff Very Stiff Very Stiff -Hard <2 3-4 5-8 9-15 16-30 >31 "An "N" value of 31 or greater corresponds to a hard consistency. The correlation of consistency with a typical SPT "N" value range is approximate. • Tolunay-Wong Engineers, Inc. C:\VISIO\ORAWINGS\SMBIS+TRMS KAA de GW Well -graded Gravel GP Poorly -graded Gravel GM Silty Gravel GC Clayey Gravel SW Well -graded Sand SP Poorly -graded Sand SM Silty Sand SC Clayey Sand ML Sandy Silt ML Clayey Silt OL Organic Silt Inorganic Silt Clay Sandy Clay Silty Clay OH Organic Clay PT Peat FILL Fill MH CH CL CL • Sampler Symbols 2, Field Test Data Meaning Indicates depth of undisturbed sample Indicates depth of standard penetration test (SPT) Indicates depth of disturbed or auger sample Indicates depth of sampling attempt with no recovery 2.50 Pocket penetrometer reading in tons per square foot 8/6 Blow count per 6-in. interval of the Standard Penetration Test Laboratory Test Data. We (%) Dens. (pcf) Q. (tsf) UU (tsf) Str. (%) LL PI #200 (%) (*) ** Observed free water during drilling Observed static water level Moisture content in percent Dry unit weight in pounds per cubic foot Unconfined compressive strength in tons per square foot Compressive strength under confining pressure in tons per square foot Strain at failure in percent Liquid limit in percent Plasticity index Percent passing the No. 200 mesh sieve Confining pressure in pounds per square inch Slickensided failure Did not fail RELATIVE DENSITY OF COHESIONLESS & SEMI -COHESIVE SOILS The following descriptive terms for relative density apply to cohesioniess soils such as gravels, silty tine sands, and fine sands as well as semi - cohesive and serni-cohesionless soils such as sandy silts, clayey silts, and clayey sands. Typical Relative SPT "N" Density Value Ranee* Very Loose Loose Medium Dense Dense Very Dense 0-4 5-10 11-30 31-50 Over 50 r * "N" is the number of blows from a 140-lb weight having a free fall of 30 in. required to penetrate the final 12 in. of an 18-in. sample interval. The density designations correspond to a SPT "N" value range based on an e ffective overburden pressure of 1 tsf. Density descriptors may be modified because of variations in the effective overburden pressure. CONSISTENCY OF COHESIVE SOILS The following descriptive terms for consistency apply to cohesive soils such as clays, sandy clays, and silty clays. Typical Unconfined Typical Compressive SPT "N" Strength (tsfl Consistency Value Ranee" qu<0.25 0.25<qu<0.50 0.50 < qu < 1.00 1.00<q<2.00 2.00<qu<4.00 qu> 4.00 Very Soft Soft Firm Stiff Very Stiff Very Stiff -Hard <2 3-4 5-8 9-15 16-30 >31 "An "N" value of 31 or greater corresponds to a hard consistency. The correlation of consistency with a typical SPT "N" value range is approximate. • Tolunay-Wong Engineers, Inc. C:\VISIO\ORAWINGS\SMBIS+TRMS Appendix B Laboratory Data Tolunay-Wong Engineers, Inc. Project No.: 00-336 LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 40 x w 0 z 30 0 a. Dashed line indicates the approximate upper limit boundary for natural soils 20 10 7 ��1 / / +os • ■ 10 i 0 G O ML or OL MH or OH 30 50 LIQUID LIMIT 70 90 110 SOIL DATA NATURAL SYMBOL SOURCE SAMPLE NO. DEPTH (ft.) WATER CONTENT PLASTIC LIMIT LIQUID PLASTICITY USCS INDEX LIMIT (%) (%) (%) (%) • CB-1 0-2 14.0 19 55 36 CH ■ CB-1 10-12 21.3 21 54 33 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc. Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 40 X W 0 30 a. 20 10 7- 4 Dashed line indicates the approximate upper limit boundary for natural soils / / / +O G • L- // j / CL-ML / of c) ME ML or OL MH or OH 10 30 50 LIQUID LIMIT 70 90 110 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH NATURAL CONTENT WATER (%) PLASTIC LIMIT (%) LIQUID PLASTICITY INDEX (%) USCS (ft.) LIMIT (%) • CB-2 0-2 24.5 24 71 47 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc. Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 40 W 0 Z U 30 cn 5 n 20 10 7 Dashed line indicates the approximate upper limit boundary for natural soils i 0 • / l/ M}//ML or OL MH or OH 10 30 50 LIQUID LIMIT 70 90 110 SOIL DATA NATURAL SYMBOL SOURCE SAMPLE NO. DEPTH (ft.) WATER CONTENT PLASTIC LIQUID PLASTICITY INDEX USCS LIMIT LIMIT (%) (%) (%) (%) • CB-3 0-2 14.8 21 50 29 CH ■ CB-3 18-20 25.4 27 73 46 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc, Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 40 X W 0 30 U a 20 10 7 Dashed line indicates the approximate upper limit boundary for natural soils • // H// G • ML or OL MH or OH 10 30 50 LIQUID LIMIT 70 90 110 SOIL DATA NATURAL SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY SYMBOL SOURCE NO. (ft.) CONTENT LIMIT LIMIT INDEX USCS (%) (%) (%) (%) • e CB-4 CB-4 0-2 20-22 18.1 29.0 23 32 72 78 49 46 CH CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc. Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate LOG OF BORING CB-7 Project: Client: Dry Augered: Wash Bored: Pearland Parkway (Sta. 31 + 00 to 92 + 00;120 + 00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to 15 ft to ft Project No.: Date: Elevation: Station No.: Offset: Free Water at 13.5 ft Caving at Water at 11.2 ft after 24 hours 00-336 8/ 11 /00 40.3 ft 90+93.79 10.81 Left 129ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS 4.9 IS I. 'N3d OHl THD PEN. 2ND 6" Description We (%) Dens. (pcf) Qu or (psi) UU Str. (off) LL PI #200 (%) 2 4 28 32 25 22 101.6 7.22 5.2. 8053 frov �' `'' '1ti , I2.25 i A FILL, CLAY, dark gray, w/ sand pockets 40--0 -fyl,25 - 4 4 CLAY, - below red gray, & 8' light very soft, gray, stiff w/ w/ calcareous ferrous nodules nodules, (CH) � 35--5,• =_ , A 1.00 ,'� ' 30_-10 -. . IuI SILT, SANDY, red, waterbearing (MU 15 25 -20 20 30 15--25 — Page 1 of 1 TOLUNAY-WONG 110 ENGINEERS, INC LOG OF BORING CB-8 Project: Client: Dry Augered: Wash Bored: Pearland Parkway (Sta. 31 +00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to 15 ft to ft Project No.: Date: Elevation: Station No.: Offset: Free Water at dry Caving at Water at dry after 24 hours 00-336 8/10/00 42.8 ft 121 +30.96 592 48 Left 14.3 ft ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST6" ..9 ONZ 'N3d OHl Description We (%) Dens. (pcf) Qu or (psi) UU Str. (%) LL PI 11200 I%) 1.75 33 CLAY, dark gray, stiff, w/ fine roots to 2' (CH) pir 1 . ,,'/ 40 --L. 4 4 -5 A 1.75 - tan, w/ slickensides & ferrous nodules, 5'-7' 34 88.5 8.61 1.0* 94 63 — ,\/ 35 —L. 3 3 1— ' 1.75 - red & gray below 10' 29 10 t pili 30—L 4 01°A 6 8 -\--15 t t 25 -t "\-20 20 —_ -\-25 t 15 --• --_en TOLUNAY-WONG ENGINEERS, INC Page 1 of 1 LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 40 x w 0 z U30 0) 5 w 20 10 7 4 Dashed line indicates the approximate upper limit boundary for natural soils i / �CL- / + coc / / ML or OL • 10 30 50 LIQUID LIMIT 70 MH or OH 90 1t0 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH (ft.) NATURAL CONTENT WATER (%) PLASTIC LIMIT LIQUID PLASTICITY INDEX (%) USCS LIMIT (%) (%) • CB-5 15-17 22.6 24 57 33 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc. Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 40 X w 0 z 3 U 5 a. 20 10 7 Dashed line indicates the approximate upper limit boundary for natural soils ML or OL / • ■ os Gse MH or OH 10 30 50 LIQUID LIMIT 70 90 110 SOIL DATA NATURAL SYMBOL SOURCE SAMPLE No. DEPTH WATER CONTENT PLASTIC LIMIT LIQUID LIMIT PLASTICITY INDEX USCS (ft.) (%) (%) ("ID) (%) • CB-6 3-5 15.0 23 75 52 CH ■ CB-6 23-25 28.0 27 79 52 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc. Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 40 X W Q v30 c) 20 10 7 Dashed line indicates the approximate upper limit boundary for natural soils //,///41-711L. -- i ML or OL / / 1 MH or OH 10 30 50 LIQUID LIMIT 70 90 • 110 SOIL DATA SYMBOL SOURCE SAMPLE NO. NATURAL CONTENT WATER (%) PLASTIC LIMIT LIQUID PLASTICITY INDEX USCS DEPTH (ft.) LIMIT (%) (%) (%) • CB-7 3-5 31.9 27 80 53 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc. Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 110 90 w 70 z U 0) 5 50 a. 30 10 7 4 Dashed line indicates the approximate upper limit boundary for natural soils 10 7 Off' 0,0 ML or OL cyt o� 30 50 LIQUID LIMIT MIM i MH or OH 70 90 110 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH (ft.) NATURAL CONTENT WATER (%) PLASTIC LIMIT LIQUID PLASTICITY INDEX USCS LIMIT (°/u) (%) (%) • CB-8 5-7 33.8 31 94 63 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc. Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 40 20 10-- 7 4- Dashed line indicates the approximate upper limit boundary for natural soils i G / - --it / / / O� i i ML or OL MH or OH 10 30 50 LIQUID LIMIT 70 90 110 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH (ft.) NATURAL CONTENT WATER (%) PLASTIC LIMIT (%) LIQUID PLASTICITY INDEX (%) USCS LIMIT (%) • CB-9 5-7 39.0 33 92 59 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc. Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 110 90 x 0 70 z U N 50 a 30 10 7 4 Dashed line indicates the approximate upper limit boundary for natural soils //// Amfy/ 7 7 tO G OV Gv o< ML or OL MH or OH 10 30 50 70 90 LIQUID LIMIT -r 110 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH NATURAL CONTENT WATER PLASTIC LIMIT LIQUID PLASTICITY INDEX (%) USCS (%) (ft.) LIMIT (%) (%) • CB-10 0-2 28.3 28 89 61 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc. Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 40 w 0 z 30 d 20 10 7 4 Dashed line indicates the approximate upper limit boundary for natural soils 7/7 �/y// /CL-ML • ML or OL / • MH or OH 10 30 50 LIQUID LIMIT 70 90 110 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH NATURAL WATER CONTENT (%) PLASTIC LIMIT (%) LIQUID (%) PLASTICITY INDEX (%) USCS (ft.) LIMIT • CB-11 5-7 3I.2 25 77 52 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc. Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 40 20 10 7 4 Dashed line indicates the approximate upper limit boundary for natural soils / / / / 0 CL'ML/ /, ML or OL MH or OH 10 30 50 LIQUID LIMIT 70 90 110 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH NATURAL CONTENT WATER (%) PLASTIC LIMIT LIQUID LIMIT (%) PLASTICITY INDEX USCS (ft.) (%) (%) • CB-I2 3-5 19.5 24 74 50 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc. Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate 60 50 40 w 0 z 30 20 10 7 LIQUID AND PLASTIC LIMITS TEST REPORT Dashed line indicates the approximate upper limit boundary for natural soils �CLM 10 30 ON' ML or OL 50 LIQUID LIMIT 70 O+ MH or OH -1 1 90 110 SOIL DATA NATURAL SAMPLE DEPTH WATER PLASTIC LIQUID SYMBOL SOURCE PLASTICITY NO. USCS (ft.) CONTENT LIMIT LIMIT INDEX (%) (%) (%) (%) • CB-13 3'-5' 15.8 18 59 41 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolu nay -Wong Engineers, Inc. Client: Free Nichols Project: Pearland Parkway Project No.: 00-336 Plate 60 50 40 X W 0 U30 Q J o_ 20 LIQUID AND PLASTIC LIMITS TEST REPORT 10 7 Dashed line indicates the approximate upper limit boundary for natural soils ML or OL / • MH or OH 10 30 50 LIQUID LIMIT 70 90 110 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH NATURAL CONTENT WATER (%) PLASTIC LIMIT (%) LIQUID (%) PLASTICITY INDEX (%) USCS (ft.) LIMIT • CB-14 8-10 25.7 20 53 33 CH LIQUID AND PLASTIC LIMITS TEST REPORT Tolunay-Wong Engineers, Inc, Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project No.: 00-336 Plate GRAIN SIZE DISTRIBUTION TEST DATA • Client: Walsh/ Freese- Nechols project: Pearland Parkway otoj ect Number. 0 0- 3 3 6 Sample Data Source: CB-5 Sample No.: ELev or Depth: Location: Description: TA USCS : ML 10-12 Sample Length (in./cm.): N SANDY. SILT Mechanical Analysis Data Dty sample and tare= Tare Dry sample weight = Minus #200 from wash= 83.2 % Ta.re for cumulative weight retained= 125.44 Sieve Cumul. Wt. Percent "# 200 Initial After wash 231.22 143.20 125.44 125.44 105.78 17.76 retained finer 143.20 83.2 Fractional Components Travel/Sand based on #4 and/Fines based on #200 % + 3" = t GRAVEL % SAND. _ % FINES = 83.2 Tolunay-Wong Engineers, Inc. • GRAIN SIZE DISTRIBUTION TEST DATA Client: Walsh/ Freese- Nechols project: Pearland Parkway project Number. 00-33 6 Sample Data S ource: CB-12 Sample No.: Elev or Depth: 33 . 5-35 L ocation: Description: TanSilty fine U S CS : SM SAND Sample Length (in./cm.): Mechanical Analysis Data Initial Dry sample and tare= 299.07 Tare = 228.51 Dry sample weight = 70.56 Minus #200 from wash= 33.3 % Tare for cumulative weight retained= 228.51 Sieve Cumul. Wt. Percent retained finer # 200 275.26 33.7 After wash 275.56 228.51 47.05 Fractional Components Gravel/Sand based on #4 and/Fines based on #200 /Is + 3" _ % GRAVEL = % SAND = % FINES = 33.7 Tolunay-Wong Engineers, Inc. GRAIN SIZE DISTRIBUTION TEST DATA • CLient: Walsh/ Freese- Nechols Project: Pearland Parkway *project Number: 00-336 Sample Data Source: CB-12 Sample No.: ELev or Depth: 48-49.5 Location: Description: Tan fine SAND USCS : Sample Length (in./cm.): Mechanical Analysis Data Initial Dry sample 205.39 Tare 127.70 Dry sample weight 77.69 Minus #200 from wash= 12.6 % Tare for cumulative weight retained= 127.70 Cumul. Wt. retained # 200 195.61 Sieve and tare= IMMIL After wash 195.61 127.70 67.91 Percent finer 12.6 Fractional Components ,ravel/Sand based on #4 and/Fines based on #200 1 % + 3" _ % GRAVEL = % SAND = % FINES = 12.6 Tolunay-Wong Engineers, Inc. GRAIN SIZE DISTRIBUTION TEST DATA • Client: Walsh/ Freese- Nechols project: Pearland Parkway Project Number: 00-336 Sample Data Source: CB-12 S ample No. : Elev or Depth: L ocation: Description: Tan U SCS : SM 68-70 Sample Length (in./cm.): Silty fine SAND Mechanical Analysis Data Initial Dry sample 346.12 Tare 227.50 Dry sample weight 118.62 Minus #200 from wash= 15.7 Tare for cumulative weight retained= 227.50 Sieve Cumul. Wt. Percent retained finer # 200 327.50 15.7 and tare= After wash 327.50 227.50 100.00 Fractional Components ^ravel/Sand based on #4 ind/Fines based on #200 % GRAVEL = + 3" _ % SAND = % FINES = 15.7 Tolunay-Wong Engineers, Inc. PERCENT FINER 100 90 80 70 60 50 40 30 20 10 0 c N M IV Particle Size Distribution• Report C n • 1 I 1 I 1 1 I I 1 • g 41 I • 1 200 100 10 • 1 GRAIN SIZE - mm 0.1 • 0.001 %+ 3" % GRAVEL % SAND % FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 6.3 5.4 44.8 SOIL DATA SYMBOL SOURCE SANo LE DEPTH (ft.) USCS DESCRIPTION CB-I3 13-15' Tan Poorly Graded Sand SP -. CB-13 28'-30' Tan Poorly Graded Sand SP CB-13 43'-45' Brown Silty Fine Sand SM Particle Size Distribution Report Tolunay-Wong Engineers, Inc. Client: Free Nichols P roject: Pearland Parkway P roject No.: 00-336 Plate w 0.00 1.20 0.90 0.60 0.30 0 UNCONFINED COMPRESSION TEST ...N. • • t.- c.) a) w a :..... E 0 1.9 Axial 3.8 Strain, 5,7 7.6 SAMPLE NO.: Unconfined strength, tsf 0.78 Undrained shear strength, tsf 0.39 Failure strain, % 6.2 Strain rote, %/min 1.00 Water content, % (cuttings before test) 27.7 Wet density, pcf 120.5 Dry density, pcf 94.4 Saturation, % 95.0 Void ratio 0.7862 Specimen diameter, in 2.81 Specimen height, in 5.80 Height/diameter ratio 2.07 Description: St Cloy Gray GS= 2.7 Type: Project Date: Remarks: w/fe Fig. Nod No. 08-17-00 No. : 00-336 Client: Project: Location: Walsh/Freese-Nichols Pearlon C8-1 Parkway 5'-7' I unay-Wong UNCONFINED COMPRESSION TEST To Inc. Engineers, UNCONFINED COMPRESSION TEST 1.20 0.90 qh U) (1 L 0 0.60 a) > m a) L a E 0 0.30 U 0.00 0 2.2 3.3 Axial Strain, 4.4 SAMPLE NO.: 1 U nconfined strength, tsf U ndroined shear strength, tsf Failure strain, % S train rote, %/min W ater content, % (cuttings before test) Wet density, pcf Dry density, pcf S aturotion, ✓ oid ratio O .90 O .45 2.8 1.00 23.9 128.8 104.0 103.8 0.6215 S pecimen diameter, in 2.81 S pecimen height, in Height/diameter ratio Description: Firm Clay Gray 5.82 2.07 P roject No.: 00-336 Dote: 08-17-00 Remarks: w/fe Nod Fig. No., GS= 2.7 Type: Client: Walsh/Freese-Nichols P roject: Pearlan Parkway L ocation: C8-2 5'-7' UNCONFINED COMPRESSION TEST Tolunay-Wong Engineers, Inc. LOG OF BORING CB-15 Project: �.lient: Dry Augered: Wash Bored: Pearland Parkway (Sta. 31+00 to 92+00;120+00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to 25 ft 25 to 80 ft Project No.: Date: Elevation: Station No.: Offset: Free Water at See Note Caving at Water at Dry to 9.2 ft cave depth 00-336 11/22/00 39.02 ft 167+60 00 80 00 Right 9 2 ft (24 hrs) ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS zt up I a a F- THD PEN. 2ND 6" Description We (%) Dens. (pcf) Qu or (psi) UU Str I%) LL PI #200 (%) 0 1.75 35 57 39 / CLAY, tan & gray, stiff, with calcareous nodules (CH) r/ -w -woots to 2' 1.50 25 35- - 5 9 30 4.50 -w/sand seam, 8'-10' 18 109 43.47 1.4 57 32 30 — 19 18 '— 10 11 . SAND, WITH SILT, light gray, compact (SP-SM) 25 - -15 18 31 13/9 23/6 8 20 — 20 29/6 27 40 9/6 -slightly compact below 23.5' 13/6 15 --- — 25 16/6 18 13 38 50 -w/clay layer, 28.5'-30' 10— —30 • 14/6 25/6 SAND, SILTY, tan, dense, with clay (SM) seams Note: Borehole caved at the 23-ft depth during drilling operations, requiring drilling completion using wet rotary methods. No water encountered during initial dry augering. TOLUNAY-WONG ENGINEERS, INC. Page 1 of 3 LOG OF BORING CB-15 Project: Client: Dry Augered Wash Bored Pearland Parkway (Sta. 31 +00 to 92+00;120+00 to 186 +00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to 25 ft 25 to 80 ft Project No.: Date: Elevation: Station No.: Offset: Free Water at See Note Caving at Water at Dry to 9.2 ft cave depth 00-336 1 1 /22/00 39.02 ft 167 +60 00 80 00 Right 9 2 ft (24 hrs) ELEV/ DEPTH (ft) SYMBOLS & SAMPLER SYMBOLS I:SOIL a tO1 0w _ r- N THD PEN. 2ND 6" Description We WO Dens. (PO Qu or (psi) UU Str. (%) LL PI 11200 OW 5— 0 5 -10-- -15 -20 50/6 50/6 24/6 50/5 50/1.5 50- 4" 50- 5., 33 50 1.5" 50- 3" 50- 3, 50 -w/clay layer, 38'-40' 12 21 13 20 46 35 — 40 45 ..._ 50 4.. 50/6 50/3 — 55 / 38/6 50/3.5 CLAY, gray, hard, with calcareous nodules (CH) 60 Note: Borehole caved at the 23-ft depth during drilling operations, requiring drilling completion using wet rotary methods. No water encountered during initial dry augering. (I0 TOLUNAY WONG ENGINEERS, INC. Page 2 of 3 LOG OF BORING CB-15 Project: Dry Augered: Wash Bored Pearland Parkway (Sta. 31 +00 to 92 + 00;120 + 00 to 186+00) Pearland, Texas Walsh/Freese and Nichols Pearland, Texas 0 to 25 to Project No.: Date: Elevation; Station No.: Offset: 25 ft Free Water at See Note Caving at 80 ft Water at Dry to 9.2 ft cave depth 00-336 11/22/00 39.02 ft 167 + 60 00 80 00 Right 9 2 ft (24 hrs) ELEV/ DEPTH (ft) SOIL SYMBOLS & SAMPLER SYMBOLS THD PEN. 1ST 6" THD PEN. 2ND 6" Description We (%) Dens. (pcf) Qu or UU (psi) Str. (%) LL PI #200 I%) 3.25 20 110 40.0 6.2 -25 - ` 18 14 -stiff, 65'-66.5' - 65 -very hard below 70' 29 1.25 -30 — 70 50- 2.5" 50/2.5 -35 — — 75 50- / -w/sand seam @ 79' -40 -- —80 -45 —r --85 -50 - - 90 Note: Borehole caved at the 23-ft depth during drilling operations, requiring drilling completion using wet rotary methods. No water encountered during initial dry augering. 1/0 TOLUNAY-WONG ENGINEERS, INC. Page 3 of 3 PILING OR DRILLED SHAFT FOUNDATION DESIGN Calculated Allowable Static Frictional Resistance (Based on Coulomb's Theory, TAT) Elev. (Ft.) d (Ft.) h (Ft.) w (Pcf) N (°) Tamp c (Psi) whTancp c+whTamp s Design Stress Shear Strength Allowable Frictional dS of Static Resistance Perimeter) or Soil S %z of (Psf) (Psf) (Tsf) (Tsf) (Tons/Ft. Per Stratum Per Stratum Accumu- lative — -0.0 to -5.0 Disregarded -5.0 to -13.0 8.0 4.00 129 I 0 0.000 2000 2000 1.000 0.500 4.00 4.0 -13.0 to -30.0 17.0 16.50 THD =58 BLOWS/FT. 0 0.000 0.730 12.41 16.4 PEN -30.0 to -58.5 28.5 39.25 THD =100 BLOWS/FT. 0 0.000 1.250 35 63 52.0 PEN -58.5 to -80.0 21.5 64.25 70 0 0.000 2800 2800 1.400 0.700 15.05 67.1 d (stratum thickness); h (depth of overburden to centroid of s ratum); w (wet density of soil)• For submerged conditions use wet density minus 62.4; ' (angle of internal friction), c (cohesion of soil) = c from TAT x 144; s (shear strength of soil) = c + whTan cp; S ('/z shear strength of soil) = s/2, foundation perimeter (shortest measure around foundation). Accumulative Allowable Static Fnctional Resistance in Tons/Ft. of Pile Perimeter = EdS based on a safety factor of 2.0. FORMULA: p (Accumulative Allowable Static Frictional Resistance in Tons) _ (EdS) (Pile Perimeter). To calculate E(SRds) for drilled shafts, complete Form 1190. Remarks: County Brazoria Highway No. Pearland Parkway Control IPE Form 1091 Structure Clear Creek Bridge Hole No. CB-15 Station 167+60.00 Loc. from Centerline 80.0 Rt. Lt. District Date By Houston 12-13-00 JDB Page 1 of 2 FIGURE 4u DRILLED SHAFT FOUNDATION DESIGN Hole (No.) Elev. (Ft.) Allowable Static Frictional Resistance dS (Tons/Ft. of Pile Perimeter) Reduced Allowable Static Frictional Resistance (Based on TAT and/or PCS Data) Reduced Allowable Static Frictional Resistance SRdS (Tons/Ft. of Shaft Perimeter) Per Stratum Accumu- lative sR Per Stratum Accumu- lative 0.0 to -5.0 Disregarded -5.0 to -13.0 4.00 4.0 0.70 2.80 2.8 - 13.0 to -30.0 12.41 16.4 0.70 8.69 11.5 • 30.0 to -58.5 35.63 52.0 0.70 24.94 36.4 - 58.5 to -80.0 15.05 67.1 0.70 10.54 46.9 Hole (No.) Elev. (Ft.) Allowable Static Frictional Resistance dS (Tons/Ft. of Pile Perimeter) Reduced Allowable Static Frictional Resistance SRdS (Tons/Ft. of Shaft Perimeter) Per Stratum Accumu- lative SR Per Stratum Accumu- lative SR (Soil Reduction Factor) See Glossary for definition. Reduced Accumulative Allowable Static Frictional Resistance m Tons/Ft. of Shaft Perimeter = E(dS) (SR) based on a safety factor of 2.0. FORMULA: p (Reduced Accumulative Allowable Static Frictional Resistance in Tons) _ L (SRdS) (Shaft Perimeter). Remarks: County Brazor'a Highway No. Pearland Parkway Control IPE Structure Hole No. Station 167+60.00 Loc. from Centerline 80.0' Rt. Lt. Form 1190 Clear Creek Bridge District CB-15 Date 12-13-00 By JDB Houston Page 2 of 2 FIGURE 4v S-DESIGN STRESS OR 1/2 SHEAR STRENGTH OF SOIL FOR EACH STRATUM IN TONS/SQ.FT. PILING FOUNDATION DESIGN r N 0 N II >1• r a� w-. �a CO ra r 4. L v o co LL 0i 0 O 0 N O co 0 Lo d' O ct O N O 1 O O 00 0 0 N 0 O 0 ELEVATION IN FT. O W 1 O N 1 O 0) TWEI Project No. 00-336 Figure No. 7a 0 Ni II ins a) 4- sa MI 4- a L a �JJ 0 30 40 OWABLE STATIC FRICTIONAL RI TWEI Project No. 00-336 Figure No. 7b APPENDIX "B" CORPS OF ENGINEERS PERMIT DEPARTMENT OF THE ARMY GALVESTON DISTRICT. CORPS OF ENGINEERS P O. BOX 1229 GALVESTON: TEXAS 77553-1229 REPLY TO ATTENTION OF: Evaluation Section May 15, 2002 SUBJECT: Permit Application — 22288 City of Pearland 3519 Liberty Drive Pearland, Texas 77581 Dear Gentlemen: The above numbered permit has been approved and a signed copy is enclosed for your retention. Also enclosed is ENG Form 4336 and a copy of "Notice to Permittee" which provides important information for permit administration. You should notify the District Engineer in writing, upon completion of the authorized work. Sincerely, Janet Thomas-Botello Leader, Central Evaluation Section Enclosures Copies Furnished: Commander (obn), Eighth Coast Guard District, Hale Boggs Federal Budding 501 Magazine Street, New Orleans, Louisiana 70130-3396 w/encl Director, National Ocean Service, Coast & Geo. Sur., Mapping & Charting Branch, Source Data Unit, Attn: N/CG2211, Station 7317, SSMC3, 1315 East-West Highway, Silver Spring, Maryland 20910-3233 NOTICE TO PERMITTEES Department of the Army Permits for Work in Navigable Waters require attention to administration and policies which are often misunderstood or disregarded. To avoid possible misinterpretations and to expedite procedures, permit post -authorization requirements and pertinent information are outlined as follows: 1. Permits remain in effect until revoked, relinquished, or the structures are removed. An extension of time for completion of structures or work may be granted provided that a public notice is issued and that evidence is furnished of the bona fide intention of the permittee to complete the work within a reasonable time. If work or structures are -not completed within the time provided in the permit it is the permittee's responsibility to request an extension of time at least 4 months before the expiration date. 2. Maintenance of authorized completed structures may be done at any time without extending the completion period. It is, however, required that the District Engineer be notified pnor to commencement of maintenance. 3. SPECIAL REGULATIONS GOVERN MAINTENANCE WORK INVOLVING DREDGING OR FILL. This maintenance is not authorized by the original permit and specific prior approval is required before such work is commenced in navigable waters. Your request for authorization should be submitted in time for public notice requirements and coordination with other agencies 4. If ownership of structures or work covered by a permit is transferred, the District Engineer must be notified immediately. The notification will provide information so that permit responsibilities can be changed to the new owner or assignee. 5. Permittees are reminded that the Area Engineer must be notified as soon as possible of the time for commencement of construction or work, and immediately upon completion if pipelines across Federal project channels are covered by the permit, the Area Engineer should be informed of the date the pipelines are to be placed in time for him to arrange for an inspector to be present. 6. All material changes in location or plans must be submitted promptly to the District Engineer for approval before construction is begun. 7. Permits should not be considered as an approval of design features of any structure authorized or an implication that such structure is adequate for the purpose intended. DISTRICT ENGINEER GALVESTON DISTRICT CORPS OF ENGINEERS SWG FL 279 24 April 85 DEPARTMENT OF THE ARMY PERMIT Permittee City of Pearland Permit No. 22288 Issuing Office Galveston District NOTE: The term "you" and its derivatives as used in this permit, means the permittee or any future transferee. The term "this office" refers to the appropriate district or division office of the Corps of Engineers having jurisdiction over the permitted activity or the appropnate official of that office acting under the authority of the commanding officer. You are authorized to perform work in accordance with the terms and conditions specified below. Project Description: To fill 3.42 acres of adjacent wetlands during the construction of the proposed Pearland Parkway Extension running northward from Farm to Market Road (FM) 518 to Beltway 8. The project will be conducted in accordance with the attached plans, in 50 sheets. Project Location: Between FM 518 (Broadway Street) and Beltway 8 in Pearland, in Brazoria and Harris Counties, Texas.. • Permit Conditions: General Conditions: I. The time limit for completing the work authorized ends on 31 December 2007 . If you find that you need more time to complete the authorized activity submit your request for a time extension to this office for consideration at least one month before the above date is reached. 2. You must maintain the activity authorized by this permit in good condition and in conformance with the terms and conditions of this permit. You are not relieved of this requirement if you abandon the permitted activity, although you may make a good faith transfer to a third party in compliance with General Condition 4 below. Should you wish to cease to maintain the authonzed activity or should you desire to abandon it without a good faith transfer, you must obtain a modification of this permit from this office, which may require restoration of the area. ENG FORM 1721, Nov 86 EDITION OF SEP 82 IS OBSOLETE (33 CFR 325 (Appendix A)) 3. If you discover any previously unknown historic or archeological remains while accomplishing the activity authonzed by this permit, you must immediately notify this office of what you have found. We will initiate the Federal and state coordination required to determine if the remains warrant a recovery effort or if the site is eligible for listing in the National Register of Historic Places. 4. 1f you sell the property associated with this permit, you must obtain the signature of the new owner in the space provided and forward a copy of the permit to this office to validate the transfer of this authorization. 5. If a conditioned water quality certification has been issued for your project, you must comply with the conditions specified in the certification as special conditions to this permit. For your convenience, a copy of the certification is attached if it contains such conditions. 6. You must allow representatives from this office to inspect the authorized activity at any time deemed necessary to ensure that it is being or has been accomplished in accordance with the terms and conditions of your permit. Special Conditions: 1. The permittee understands and agrees that, if future operations by the United States require the removal, relocation, or other alteration, of the structure or work herein authorized, or if, in the opinion of the Secretary of the Army or his authorized representative, said structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters, the permittee will be required, upon due notice from the Corps of Engineers, to remove, relocate, or alter the structural work or obstructions caused thereby without expense to the United States. No claim shall be made against the United States on account of any such removal or alteration. 2. All construction of mitigation, including planting, must be complete within 6 months after start of construction within jurisdictional areas. Monitoring and maintenance will proceed according to the mitigation plan. 3. If mitigation is determined to be unsuccessful, by the Corps Galveston District (Corps), at the end of the monitoring period, the permittee will be required to take necessary corrective measures, as approved by the Corps, to ensure success 4. The City of Pearland shall conduct a pre -construction meeting with the contractor or contractors detailing the terms and conditions of this permit pnor to commencing construction activities of the project. The City of Pearland shall notify the Corps Galveston Distnct (Corps) of the pre -construction meeting at least two weeks in advance of the scheduled meeting. Written verification that the meeting was held, must be provided to the Corps within two weeks following the meeting. 5. The City of Pearland shall not initiate activity for haul roads, equipment staging areas, and borrow and disposal sites until those sites have been submitted to and approved by the Corps. Special restrictions may be required for approval. We recommend that the City of Pearland develop procedures to insure that contractors are aware of this condition and to encourage them to coordinate their selection of these sites with the City of Pearland as soon as possible to avoid construction delays. The City of Pearland, or its designated agent/contractor, may coordinate with the Corps on compliance with this special condition. 6. The area subject to this permit is being studied by the United States for possible improvements or modifications. The permittee is hereby notified that if these or future operations occur and require any facility, pipeline, or other structure to be moved to accommodate a Federal navigation or flood control improvement in navigable waters, the owners of said facility, pipeline, or other structure will be required to remove or relocate the facility pipeline or other structure at the owner's expense. 7. The permittee will convey the approximate 17 acre mitigation site as a conservation easement to a third party for management. The conservation easement will be finalized within 12 months of project initiation, and a copy submitted to the Corps. Further Information: 1. Congressional Authorities: You have been authorized to undertake the activity described above pursuant to: 2 (X) Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. 403). (X) Section 404 of the Clean Water Act (33 U.S.C. 1344). ( ) Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972 (33 U.S.C. 1413). 2. Limits of this authorization. a. This permit does not obviate the need to obtain other Federal, state, or local authorizations required by law. b. This permit does not grant any property rights or exclusive privileges. c. This permit does not authorize any injury to the property or rights of others. d This permit does not authorize interference with any existing or proposed Federal project. 3. Limits of Federal Liability. In issuing this permit, the Federal Government does not assume any liability for the following: a. Damages to the permitted project or uses thereof as a result of other permitted or unpermitted activities or from natural causes. b. Damages to the permitted project or uses thereof as a result of current or future activities undertaken by or on behalf of the United States in the public interest. c. Damages to persons, property, or to other permitted or unpermitted activities or strictures caused by the activity authorized by this permit. d. Design or construction deficiencies associated with the permitted work. e. Damage claims associated with arty future modification, suspension, or revocation of this permit. 4. Reliance on Applicant's Data: The determination of this office that issuance of this permit is not contrary to the public interest wag made in reliance on the information you provided. 5. Reevaluation of Permit Decision. This office may reevaluate its decision on this permit at any time the circumstances warrant. Circumstances that could require a reevaluation include, but are not limited to, the following: a. You fail to comply with the terms and conditions of this permit. b. The information provided by you in support of your permit application proves to have been false, incomplete, or inaccurate (See 4 above). c. Significant new information surfaces which this office did not consider in reaching the original public interest decision. Such a reevaluation may result in a determination that it is appropriate to use the suspension, modification, and revocation procedures contained in 33 CFR 325.7 or enforcement procedures such as those contained in 33 CFR 326.4 and 326.5. The referenced enforcement procedures provide for the issuance of an administrative order requiring you to comply with the terms and conditions of your permit and for the:initiation of legal action where appropriate. You will be required to pay for any corrective measures ordered by this office, and if you fail to comply with such directive, this office may in certain situations (such as those specified in 33 CFR 209.170) accomplish the corrective measures by contract or otherwise and bill you for the cost. 6. Extensions. General condition 1 establishes a time limit for the completion of the activity authonzed by this permit. Unless there are circumstances requiring either a prompt completion of the authorized activity or a reevaluation of the public interest decision the Corps will normally give favorable consideration to a request for an extension of this time limit. Your signature below, as permittee, indicates that you accept and agree to comply with the terms and conditions of this permit. (PERMITTEE CITY OF PEARLAND (DATE) This permit becomes effective when the Federal official, designated to act for the Secretary of the Army, has signed below. anLet J-Aentebo 16frteso (DI IRICT ENGINEER) JANET THOMAS BOTELLO, LEADER CENTRAL EVALUATION UNIT FOR COLONEL LEONARD D. WATERWORTH /CI-6? (DATE) When the structures or work authonzed by this permit are still in existence at the time the property is transferred, the terms and conditions of this permit will continue to be binding on the new owner(s) of the property. To validate the transfer of this permit and the associated liabilities associated with compliance with its terms and conditions, have the transferee sign and date below. (TRANSFEREE) (DATE) 112 • S Jots gyring Valley' StA 14. ©it+ Li S Scale: 1 inch = 4.5 miles Source: Texas Department of Transportation Pearland 9USUH P W Nanvel Date: 01/01 Exhibit 1 Alcoa PERMITTED PLANS tiny 9n rs.nnM $heiclgn. Deer vi Park 11 -__ _ 5 __t ' ., 4. rrigrdOWQQ4 �°'%� 4 Alvi thilerfin VIU / League City i S''anta Construction of a new roadway to relieve traffic congestion Pearland Parkway City of Pearland Harris and Brazoria Counties, Texas 1 •tee= — =- 71.74tilt .� �[ �. � ) • C RIETER1' t 9,1 5J- 't1 k • ^' ST 8M477Pearland' • \1 1•� . J. 1' 0 1 NY�a.1 1 O1 1pOt ZOO r }rah Soh kAUVUf_i._... . ST ._ Pearland Heliport Scale; 1 inch ='l,000 feet ez to SHEET 2 OF 51D t 1 Source: United States Geological Survey N 7 5 Minute Pearland, Texas Quadrangle I Proposed Pearland. Parkway Traffic round -about ee 0 4 __ yn Look ��+ ^ /12 • _- • tix,ca-4 og4M 3`oopm$ Ce Sewage Disposa 7-1 ..,._ Site Location Map Date: 01/01 Exhibit 2 • k Begin Project PERMITTED LANS .: Construction of a new roadway to relieve traffic congestion Pearland Parkway City of Pearland Harris and Brazoria Counties, Texas Alk la1 • • ' (JD :HAPP 8000 Lae q S. SAM11OUSTON PKUY MEADDwv\;�?g0:0M-4 ,v 0ILETHBRIDG/ 33z°D %' °y .j 4400 4. A��4 jitessurcctinn Cetuelery o r1 AIME i °P at(' t1 URY °oo GSiUtIBUR H P� `e. > `a a G 1 u Via Twist n o sy=�°' i VI .4 m i� OLD Ea sy 0Oyo N N U etG Qome oY'.0 0 1 LINY/D Ja ,D o roiQo a w! y6Q'?+4ry45, Y. N PLUM ?� ) i�>�" 1 rk-7PLUM' J0°�`G4' • Q4.� B OT% Creek Prk • Ti%644141c Bourn t. —lsP About •iY • 1 • .±rryruse rk Sa duff ira v h1: dntin Bldg. Prime nn Std. N cc J ..A O. Z1 360D °0¢'gr�.J� Q;r :'. IPI lhrrgt /�" C°C>• C ' i nJ 3�! ':.� RI IPjkp/Pp�Ihq°.Y/ 11°Ltyytt ° -0O OCKF%EED 9 3aoD aw .r 0 y � O BEEC CRAFT_ CESSHA' .73 WI O ( I( I, ;r 3500 100 1 I 1', • • 1cncn; ' V ;T On.a4 ! f• APO m 3 p1 PL'Y(MTH Ham wn, trot' ,o- Pcnr and Jr LXH01Nd CIR,s�o�,,.per g rlyf{FQ'\ '-CAP rg GA APP !f'+ c,{�� e `y`2•Ne �o! H )ACOUEL-1Y...f•1''I,yp• C°!1`1, •.f..•l��Al�!,�iL��' 4r ra O ".pAL4' ' czAr• Y ° a PYr `ti cf ... ,h � d?3 ru.y ESTININI • Source: Key Maps, Inc. Harris County, Texas • .911 MI I nua HALL 4. D300 tIt • • '. . '�o�•.. �4?(P wore Q ' •1 - 1u ter opt ' K . l oS•.. t �R 1l 1C.kt. Ct o Site Alternatives including the Preferred Alternative ("D") Date: 01/01 irn cite {PERMITTED PLANS sha- SAG AGED COUNrry cfr.:4 0-4494 Gr .3.42-• •$••••••:;:1101:41;:: ••••:2-11/....3-#••••-::4, 4311 FranNV oe/cP /es JOKEY MAPS INC. CriUNTY 04 • Ct- tiP tit • Construction of a new roadway to relieve traffic congestion Pearland Parkway City of Pearland Harris and Brazoria Counties, Texas • • PERMITTED PLANS Lot I • O\ . co a) Q w 4) See Exhibit 9 Q) 0' •ta w cP 7-rn NA rit f e• tt- 0•cs teL 1, kir • C. v • caw' 044 Set • ace N N 0 roc 0 9 u u r. r wag • O i-. :>C O 4'. cc O .R3 0 V slog cc CC :r cc a� 1 ti r taw'O 1 • c c rrit ai Q PERM Eti A1 i OA U o ccd 3 .O 0 te id la o 0 T" 'e G.,_ u 3 g U o O .5 U U A .�+ �.0 C ya.., o A 0 O 0 .aa U 0 0 0 E= w E- a� au go Ar" C .0 . :'O U U . < 0 act wa w 4) See Exhibit 8 0 win sea w 00 0 X cid H QQ)) Q o • • roe. 0 :_ • :•4 CD 0 • See Exhibit 9 jN cct • w ccs •r tP Ao7( s; r; • 11. • 4, • • et act 4) • N iy •• co 0 ri 4 061 c tea • W �0 0 cc3 7.4 4,/F' L •ngjgxg aas AA W . Tv $a.ty /fr.' 4 • 0 401 W N rn • .44 Note: Proposed wetland areas to be filled are shaded. EMEME (.+ 1 0 u- tan W CI a 0 ram • R 0 R w O 0 con 0 sts- e G 0 V co= N an 0 mar CL Id o G:7 4h • PERMITTED PLANS • • • 184+00 /- PROPOSED R.O.W. UNE 20 ti 0 60 Dwortc 1/111111 11.1111 Area of Impact C 1=zL L (b 0. 183+00 182+00 • To ee SHEET (9 OF s • • • • • Area A Cyperus spp. Sesbania drummondci FACW Crataegus viridis FAC Fraxinus pennsylvanica FACW- Sapium sebiferum * FACU+ Axonopus afnis FAC Euphorbia bicolor FACU- Tb DraPiet TPROPOSED R.O.W. LINE • • A SQ. FT. ACRES WETLAND AREA TOTAL 0.130 5,643 0.056 2,419 WITHIN R.O.W. Wetland Area A Construction of a new roadway to relieve traffic congestion Date: 01/01 Pearland Parkway City of Pearland Harris and Brazoria Counties. Texas SCALE Exhibit 6 PERMITTED PLAN 180+00 7-PROPOSED R.O.W. UNE 179+00 • 178+00 • • • PROPOSED R.0 W. UNE rep — Al WETLAND AREA SQ. FT. ACRES TOTAL 0.133 5,805 0.04-4 1,910 • WITHIN R.O.W. ait3 of5D mak bp no/Kr N0114PA-asm WeTt *DJDS SCALE 1 "=40' 7D,73O' Prerttnept Area Al Eleocharis montevidenszs FACW+ Steinchisma hians FACW- Tridens strtcta FAG Andropogon glomeratus FACW+ Polygonum spp. Ambrosia spp. Euphorbia marginata FACU- Paspalurn spp. Crataegus viridis FAC Sapium sebiferum * FACU+ Wetland Area Al Construction of a new roadway to relieve traffic congestion Pearland Parkway City of Pearland arric and Rra'nria f n.,.,t;oc Area of .Impact Date: 01/01 Exhibit 7 PERMITTED PLANS 2J *WETLAND AREA "C1 " Southbound Bridge No 173+0 oco 172+0 168+00 WETLAND AREA "D" PROPOSED UNE IUI Northbound JATERS OF Bridge THE U.S. 1 7+00 WETLAND AREA "D1" WETLAND AREA "B" Area B Ulmus americana FAC Sapium sebiferum* FACU+ Fraxinus pennsylvanica FACW- Baccharis halimifolia FACW- Carex spp. Berchemia scandens FAC+ Iva annua FAC Crataeo s viridis FAC SCALE: 1"=100' 0 so' ,00' xa 170+20 Begin Bridge* L O& attainiVICKFOR.eSit 0 N t. S) �Re.a�wtl. by hydro ?sot of Cad 041ar- -7 PROPOSE R o.w. Thaw els waxy' espare tog ihtcr approval ACRES I SQ. FT. WETLAND AREA TOTAL OPEN ENDED (N/A) B 0 241 I 10,511 WITHIN R.O.W. Cl 0 WETLAND AREA ACRES SQ. FT. • SQ. FT. ACRES WATERS OF THE U.S. 0 203 8,856 WITHIN R.O.W. o 44cr rEk oprA.N T t kiuo u-e'vtu7 *See Exhibit 20 for detailed bridge design SHEET B of 5c TOTAL WITHIN R.O.W. MEM OPEN ENDED (N/A) 0.048 I 2,069 No VM PAcf D • WETLAND AREA ACRES ' SQ. FT. D TOTAL OPEN ENDED (N/A) WITHIN R.O.W. 0.022 971 WETLAND AREA ACRES SQ.. FT. _. TOTAL OPEN ENDED (N/A) D1 WITHIN R.O.W. 0.058 I 2,513. o. Wetland Areas B through Di Construction of a new roadway to relieve traffic congestion _ • HUH Date: 01/01 Area of Iin" act No .ertta F.su .) ` To liEh4 VDS Exhibit 8 Pearland Parkway . City of Pearland Aarric anti Rraonr:� f ri....ti�. T PERMITTED PLANS • WETLAND AREA ' F 1 " Southbound Bridge 11 N 163+20 End Bndge *p 9'Q struckve d (Ste rx .24 T ACV (Lrno c,c Mi b, *See Exhibit 20 for 22 detag d bridge design SNETreorSD 158+00 Areaa of ;act fl NO riti p#cr No DA.PitctS Northbound Bridge WETLAND AREA "G" • Forms Y bolocow) Drool stitwi SCALE: 1"=100' reptttrt. E N9!„ttra WETLAND AREA ACRES SQ. FT. F TOTAL 0.004 184 . WITHIN R.O.W. 0.004 184 Fi 10 t9fitkatc WETLAND AREA TOTAL WITHIN R.O.W. ' ACRES 1 SQ. FT_ OPEN ENDED (N/A) 0.040 I 1,719 G WETLAND AREA ACRES 1 SQ. FT, TOTAL OPEN ENDED ,(N/A) 3 250 141,588 WITHIN R.O.W. 1 PROPOSED R.D.W. uNE • FoKEs wenA To 8 E A tract Grew Area G Fraxinus pennsylvanica FACW- Toxicodendron radicans FAC Celtic laevigata FAC Ampelopsis arborea FAC Carex cherokeensis FACW- Ulmus crassifolia FAC Ouercus phellos FACW ���D Lonicera japonica FAC Ulmus americana FAC Sapium sebiferum * FACU+ Berchemia scandens FAC+ • c o IMPACTS Wetland Areas F through G • Ilex decidua FACW- Ligustrum spp. Carya illinoensis FAC+ ot 5p° 1 CO 1';lot Construction of a new roadway to relieve traffic congestion Date: 01/01. Exhibit 9 Pearland Parkway City of Pearland tin rrfic a n,I Mrs] 7nr.n (`n,...+:.... PERMITTED PLANS • • PROPOSED R.O.W. UNE t. • • 147+00 146+00 145+00 • • • PROPOSED R.O.W. UNE L D SCALE- 1 "=40' 0 20' y0' 0P Re, keil f-Zryl Sfrtcc f ,rc Ccs4d C5eczq) Area H Ilex decidua FACW- Ulmus americana FAC Toxicodendron radicans FAC Myrica cerifera FAC Berchemia scandens FAC+ Sapium sebiferum ** FACU+ WETLAND AREA ACRES SQ FT. TOTAL (N/A) OPEN ENDED H WITHIN R.O.W. 0.133 5, 807 C No ri pac •f o weft ands Area of Impact CFTCL) Z.Zf88 SHEET` IQ ov SQ Wetland Area H Construction of a new roadway to relieve traffic congestion III III Date: 01/01 Exhibit 10 Pearland Parkway City of Pearland Harris and Brazoria Counties. Texas PERMITTED PLANS • Tad Op tower 4 PROPOSED R.O.W. UNE „ „p„, ,,yre , Ar 1 // 4 1/1/ Affr le if il/Aitt>iftelf AAirrillf/friar irras/PrusEbl°13c if , 44/4 rrivOit Ar /(/%0 /4f ir I /int t Atzlif Ai fe ili, / 0(A it f / A/ fr ir 4 ti if A yr Alf 11 V A it/ 7 i aii# te 4/ AT, 1 in o,i , 5e e.. E Xh; 614 21's j%r Cvoss V r1X omit' oza SHEET I t or st QUO thP4-er to werafvos • PROPOSED R.0 W. UNE • SCALE: 1 "=40' 0 20t you GO Area I Sapiuni sebiferum** FACU+ WETLAND AREA SQ. FT. ACRES TOTAL OPEN ENDED (N/A) 0.460 20,035 WITHIN R.O.W. Wetland Area I Construction of a new roadway to relieve traffic congestion Area of Impact t Date: 01/01 Exhibit 11 Pearland Parkway City of Pearland Harris and Araznria Cnntniinc PERMITTED;P` ANS 4 • • PROPOSED R.O.W. UNE • • • zZ.z8 SHEET i ov 50 Areas J & K Sapium sebiferum ** FACU+ Fraxinus pennsylvanica FACW- Myrica cerifera FAC Baccharis halimifolia FACW- liar Ask ofThP, ' Cett)13C game)) Arof Impact: £F.a 4LL) MI MI • • • a 66 \cv-1-09 WETLAND AREA 'J" ahal SCALE- O 20' 1" 40' ices • PROPOSED R.O W. UNE WETLAND AREA 'K" J WETLAND AREA ACRES SQ. FT. . 3,218 TOTAL 0.074 3,218 WITHIN R.O.W. 0.074 K WETLAND AREA ACRES SQ. FT. TOTAL 0.050 2,194 1,580 WITHIN R.O.W. 0.036 Wetland Areas J and K Construction of a new roadway to relieve traffic congestion Date. 01/01 Exhibit 12a Pearland Parkway City of Pearland Harris and Brazoria Counties, Texas:_, .L • PERMITTED PLANS SCALE• 1 "= 60' 4.30) bus r F PROPOSED ROUNDABOUT R.O.W. Area L Sapium sebiferum ** FACU+ Myrica cer fera FAC Tripsacurn dactyloides FAC+ Fraxinus pennsylvanica FACW- Ulmus americana FAC L WETLAND .AREA TOTAL ACRES 1.123 SQ. FT. 48,920 1111 Area ©-F f npac.J CPIIt-) [� ide rwrp Q -s -f-0 wetiands 12.eAvern+enfl r 9l See s '� PROPOSED PEARL&ND PARKWAY R.O.W. UNE oggil Wetland Area L Construction of a new roadway to relieve traffic congestion 3HEET t3 O'F51) Date: 01/01 Exhibit 12b Pearland Parkway Czty of Pearland Harris and Brazoria Counties, Texas 4.1•4:...• E.A .ms PERMITTED PLANS • PROPOSED ROUNDABOUT R.O.W. • co rwa, 41-%.77-‘-c-b t47 D - t'Ve7s 2D i SCALE • 1" 6eag �ft& off' IEMP�-C,F. 5HEET 11or C F.rW 5 Area of- 'TWA cr (To 8& Pt 4. 4A.EIQ) 0 PROPOSED R.O.W. UNE • Area P Eleocharis montevidensis FACW± Aster subulatus OBL Polygonum hydropiperoides OBL Juncus effusus OBL 41) • • • • 00 • • WETLAND AREA ACRES SQ. FT. P 0.384 16,738 TOTAL 0.286 12,435 WITHIN R.O.W. Wetland Area P Construction of a new roadway to relieve traffic congestion 0 3d r<el • c' Date: 01 /O 1 Exhibit 12c Pearland Parkway City of Pearland Harris and Brazoria Counties, Tens PERMVI1TTED PLANS NS: • • • • 0.9 A'� Q Q tiv aba& a b.A d ©Q44 b D WETLAND 4 �'4 4 b.A. d AREA 'Q",Q 4 aA AAA A do AD A.A A - \iQV Q19°.T' QAAdd AD d4A 6D�.a b d-� t1 HEET- IS of Sp Area Q Eleocharis rnontevidensis FACW+ Aster subulatus OBL Polygonum hydropiperoides OBL Juncus effusus OBL PROPOSED R.O.W. UNE PROPOSED MO W. UNE NaaireP SCALE• 1 "=60' 14e, du) 011Area aFZMft t0 W) Area OF rlipa d - Cat/Loft c?Rni ) WETLAND AREA ACRES SQ. FT. TOTAL 0.638 27,810 Q 0 028 1,204 WITHIN R.O.W. Wetland Area Construction of a new roadway to relieve traffic congestion Date:--01/O1 Pearland Parkway City of Pearland Harris and Brazoria Counties, Texas Exhibit 12d PERMITTED PLANS PROPOSED R 0 W. UNE PROPOSED R.O.W. UNE SHEET I iD of Sp SCALE 1 "=40' • M WETLAND AREA ACRES SQ. FT. TOTAL 0.779 33,952 WITHIN R.O.W. 0.367 15,974 Area of rrnpac-s CFtu) C7 Mt rn^fat s +6 tideef (altars Wetland Area M • Area M Caperonia palustris FACW Andropogon gfomeratus FACW+ • ek`k, • • IP Construction of a new roadway to relieve traffic congestion • Pearland Parkway City of Pearland Harris and Brazoria Counties, Texas 0 20 4b' tool ittesEge aaneante Date. 01/01 Exhibit 12e PERMITTED PLANS • WETLAND AREA ACRES I SQ. FT. 0 TOTAL OPEN ENDED (N/A) WITHIN R.O.W. 0.074 3,203 Area 0 Cyperus entrerianus No Status Sapium sebiferum* FACU+ Carya illinoensis FAC+ Sesbania.drummondc FACW Helenium tenufolium NI PROPOSED R.O.W. UNE 1 4.0+00 39+00 38+00 n 4,44 703g ti M -J"MIT Aruas 111111 111111 Area of Impact I • WETLAND AREA "0" PROPOSED ROW. UNE .SCALE- 1 "=40' 2zz 88 SHEET- 11 OF 50, Wetland Area 0 Construction of a new roadway to relieve traffic congestion Date: 01/01 Pearland Parkway City of Pearland Harris and Brazoria Counties, Texas Exhibit 14 BEMATTED PLANS • TYPICAL SECTION z 0 z w W 0 0 0 z a 0 Id • APPROACHING ROUND ABOUT • PROP RDWY EMBANKMENT PROP 9" REINF CONC PVM'f PROP 12" LIME MTh SUB GR Sta. 117+00 to 126+00 • • h.D u w 4.14 a) 723 cc a rtr- a) n 1 0 b ••O� f.0 V i1 0 O U • 0 0.178 co. tkt 0 7.1 0—•1 tg1-1 00 o• M C1 II II r4 -4 0 • PERMITTED PLANS 130 FT ROW 65' 65' 16' 29' 5' 15' 15' 5' 27' 18' 4 1fl • • • 3: 1 (TYP) 2 Greta • I -; 111.1111. • 6 6 fl 1 1(- TYPICAL SECTION W/ MEDIAN DITCH EXCAVATION Sta. 32+00 to 58+00 Sta. 130+00 to 140+00 SHEET ict 51) 0 to 1" = 20' horizontal Marl 1" = 5' vertical 0 2.5' 5MEC Areas J, K & O , LEGEND • P ROP RDWY EMBANKMENT P ROP 9" REINF CONC PVM'T P ROP 12" LIME TRTD SUBGR Typical Roadway Section Construction of a new roadway to relieve traffic congestion Date: 01/01= Pearland Parkway City of Pearland Harris and Brazoria.Counties, Texas Exhibit 16 PERMITTED PLANS • 130 FT ROW • 65' 65' 6' 29' 15' 15' 27' 18' 3: 1 (TYP) • TYPICAL SECTION W/ MEDIAN DITCH IN FILL Sta. 64+00 to 117+00 Sta 126+00 to 130+00 Sta. 140+00 to 160+00 Areas H & I . 6DLA 1 &D, Non-Junsdictional Wetlands Areas M, Q, & P (partial) To navOlf t-css o c HyvxotoEsl Felt At ea r — Ste E il.&i f 2-a . 5—ACT— 20 or oS D io 1" = 20' horizontal missertoct fp9 • • LEGEND PROP RDWY EMBANKMENT PROP 9" REINF CONC PVM'T PROP 12" LIME TRTD SUBGR Typical Roadway Section Construction of a new roadway to relieve traffic congestion Date: 01/01 Pearland Parkway City of. Pearland'• Harris and Brazoria Counties, Texas 1" = 5' vertical c 2.5' 5' Exhibit 17 PERMITTED PLANS 130.. FT ROW 65' 65' 45' 15' 15' 27' 18' • f= 6 • tt 113 t �.�t., C ;n L 'i t f id1. r t ,=si _;.; ".. 6 2' (TYP) t tf—t+tt� .. (—re —j� � Tally iTi='fadajC • _ TYPICAL SECTION W/ RET WALLS & CULV HDWLS Sta. 58+00 to 64+00 Area N StiE£T Z 1 OF 5O 0 Ita2-0) 1" = 20' horizontal 1" = 5' vertical °' 2.51 5piasiese LEGEND • rl P ROP RDWY EMBANKMENT P ROP 9" REINF CONC PVM'T P ROP 12" LIME TRW SUBGR P ROP REINF EARTH RET WALL P ROP CEM STAB BKFL Typical Roadway Section Construction of a new roadway to relieve traffic congestion Date: 01/01 Exhibit 18 Pearland Parkway City of Pearland Harris and Brazoria Counties, Texas PERMITTED PLANS 150 FT ROW 75' 75' 55' 15' 15' 7' 7.5' 20.5' U (l • • 6 jiming �F)1. l�i- f- *'�i "mot ^i • i��4^' - t __ , k.•I.�, 4,�, _ �,�1 6 •{(�I�II 1-1 �'f Lfl I i i. 1111111116 t I!— �11��oofI-_,.��f-� III VA ME I•4'44"4' t I • MI-i� i chETirti• . tfi i 1. E'er_ • •!E • -t 1, s• • -rdir 1 t =1� �I I -1 TYPICAL SECTION W/ RET WALLS AT BRIDGE APPROACH ' LEGEND PROP RDWY EMBANKMENT PROP 9" REINF CONC PVM'T PROP 12" LIME TRTD. SUBCR PROP REINF EARTH RET WALL PROP CEM STAB BKFL 514Etr Z4 um 5 Sta. 160+00 to 163+00 Sta. 170+00 to 176+00 Area B & G Typical Roadway Section Construction of a new roadway to relieve traffic congestion , 1" = 21.5' horizontal Io.1s is 1" = 5.4' vertical o' 2.•4' 5.y' Date: 01/01 Exhibit 19 Pearland Parkway Cxty of Pearland Harris and Brazoria Counties, Texas PERMITTED PLANS 125 FT ROW 60' • 65' 13' 27' 15' 15' 27' 18' 4 3:1 (TYP) • 6 4 TYPICAL SECTION W/ FULL BLVD. AT BELTWAY 8 Sta. 176+00 to 187+00 Area A & A 1 • • • • • • SHEET' z3 of 5-0 ?Rat p Id 20' 1" = 20' horizontal 1" = 5' vertical o' 2.5' 5' 1 • • • • LEGEND P ROP RDWY EMBANKMENT P ROP 9" REINF CONC PVM'T P ROP 12" LIME TRTD . SUBGR Typical Roadway Section Construction of a new roadway to relieve traffic congestion Date: 01/01.: Exhibit 21 Pearland Parkway City of Pearland Harris and Brazoria Counties, Texas PERMITTED PLANS 6" WETLAND AREA 2'- 6" PROP ROADWAY MAX. NORMAL 0 a_ 0 a_ WATER SURF ELEV 6" MIN. 12" MIN. 6" 12 TYP, PROP CONC. SWALE (9xra4-) • PROP RET WALL TYPrcm. shor S-EaiQn A-y N AT GND PROP CON-C RETAINING/OVERFLOW STRUCTURE kaG ak Gkict l Fly will >=top WETLAND DRAINAGE OVERFLOW entreletrrer• , ,� 8c RETAINING STRUCTURE Oth5 side. (+odkk )) SHEET' Ri of Sp Zga 8ti taarmarger Ate/4 - yell Wetland Overflow and Retaining Structure for Area N Construction of a new roadway to relieve traffic congestion 1 inch = 2 feet Date: 01/01 Pvl,;h;t 7'7 Pearland Parkway Cityof Pearland PERMITTED PANS • • WETLAND BOUNDARY (TYP) x x • PROP 130 FT ROW x x `-FUTURE PEARLAND PARKWAY - 04,1..UEiVI f��,i� FOE PROP 18" RCP 0 0.2OZ W/ 4 1 S.E.T. EA ENO PROP PEARLAND PARKWAY 48 44 40 36 PROP DITCH (TYP) A • • -x PROP 130 FT ROW Please see Exhibit 11 for details on the PI AN VIFW area of impact • 135+50 • in'ROP 18. RCP 1' 0_20% a, io •v —60 —40 SHEtr z5 of SO &&k88 0 20' 4 oblaart —20 SEC11ON VIEW 20 60 48 44 36 • Proposed Wetland Cross Drainage Structure for Area I Construction of a new roadway to relieve traffic .congestron 1" = 40' horizontal 1" = 10' vertical 0. 5t lob Date: 01 /01 Exhibit 23 Pearland Parkway City of Pearland XTarric and Rra7nria ('nwrenno 1.1 PERMITTED PLANS 12" • 31 Maximum Water Level Natural Ground in Wetland CONCRE1'E S'1'RUCTURE 30" To be constructed at wetland areas *Height varies depending on natural ground elevation and depth of water **Note: The roadway is on retaining wall through Area G and a side ditch may riot always be present. This structure will be built when a ditch is present. In addition, a pipe under the roadway will maintain hydrology in Area I (see Exhibit 23), so (to prevent drainage of wetlands not filled/ditched) B,G,H,L,M,N&O** 5NEEr azor5o Rs8 Proposed Retention Structure for Wetlands Adjacent to the Roadway Construction of a new roadway to relieve traffic congestion Date: 01/01 >;.,1,;14;+ 7A Pearland Parkway City of Pearland nrit • • PERMITTEDpJj S D Proposed Mitigation Area !Cr". 0 ElEgama 1 inch = 4000 feet • • • • • __.la Proposed Pearland Parkway SHEET- ZIP OF 50 an w ton* not• ; • • .,.. Kgg • • • Location of Proposed Pearland Parkway and Proposed Mitigation Area Construction of a new roadway to relieve traffic congestion Date: 01/01 Exhibit 25 Pearland Parkway City of Pearland Harris and Brazoria Counties, Texas • rcrtmi i i cps PLANS • • 1 0— V c ./1 LL rijn Tas c u "b 03 0) U 'Y 0 0 0 • • 4 0 0 4. CA 1 0 0 1 14 •-•-1 2 E d 0 s- 0 0 0 1 O 0 tn • 4 4- 1 1 • • • i 1 t I 0 0 ° a 4- is fa tin e� 0 c LIZ • 0 V' 00 W W Vnkt 0 0 0 2 c 0 0 0 G 01 z • O O c0 O O O O O to 03 ea 0 u t. 0 b 0 0 1. as 0 0 0 O u 0 0 1 • • co 0 03 i+ 0 4, 0 0 0 w Psi O V) II r-- tzt 0 grizs PERMITTED P 2.620( O •.A o Mg*U Ca) 140=1 i!1 reed pm•A Cs)44 • A, Section A -A 0 old is Existing Ground Proposed Finished Grade/Planting Surface Proposed Excavation 4.4 d' O M NOT TO SCALE N rwat 4 ► 4 .r 0 N 0 ° o O on .t1) C teilta) tel¢ a) 't7 o 0 0 CabO bD 0 CO a 0 c - 4...0 o CtS 4-4 Y a-. Pt O• oft.a+ 3 N a) G G cd o p PERMITTED PLANS _. N O gv / 7\\a, • I/• • 8 0 0 3Nn HD!VW • Ss —O I 1 • 0 z W _J itc z 2 0 C ti a/ a m' Z.- es 41' sc Ts tsi t E n 1 cn co O 0 z • • 0 a 0. 0 0 0 U 0 0 m PERMITTED PLANS' • • ..p j i�.. N \J \; 3N1-1 Halb'W 8 cf ifoo - ✓ -,•wa j 0. ajar 4�r ♦ jam 4 �� a* Or y°Cy � '+ c, `'. "'". 2. 0 Pi fA 2 O Y 1 1 • • l ------......... ,, 1 • Desk. 0 Vegetat i on .------,%-'• • •• r:-Y• ;c• e%". ..__.. QOATION OF ,,� �C ie'i-Li - �;� • N al - NORTFi�-POND \ 40 .'� ▪ \, , /' + 1� -,, • -/ �''' ' • - ''• ' , • .... . • • • PERMITTED PLANE, • • • • • •4 - • • • 0 • • TOP' OF BANK • • I Irish = Ito. lla .(.7' 3.3.3' HEEr 3e of 5 aZZglis • PROP OE [OF SL E PROP Q PONO RJV WI&RY • • IST)NC WETLAND TO REMAIN • UNDISTURBED' PROPOSE[ SOUTHWES _ POND YO ULC HDRH Proposed Southwest Detention Pond Layout Construction to relieve of traffic a new roadway congestion Date: 01/01 Pearland and City Brazoria of Parkway Pearland Counties, Exhibit 28a Harris Texas \ • 4 5O' TYP) 7 Ion y. • • • • • PROP ROW. l • • :1 • ?i R L 1- PROP TItl OF SLOP ELEV= 18.00' • {\ • . :,=.:= • • PERMITTED PLANS t N 1 ;ncti= 1tp.p fEet" G EXISTING EAST POND • PROP TOP OF POND ELEY.= APPROX.11' %POND STATIC / ELEV: 21.11'. OX Of SStOPTOE ELEV= 2050' 35. 3' omit POND BOUNDARY NG ELEV' HYDROUULCH ON—A-171 A -A Proposed Southwest Detention Pond LAYOUT { eRosS serum Construction of a new roadway to relieve traffic congestion Date: 01/01 Exhibit 28b Pearland Parkway City of Pearland Harris and Brazoria Counties, Texas z?ese SHEET 33 Of Isa Dense Ve tcatiori • a,V, = .! • tot: ! gip,• - - t • •• •`S3y.. . —• :IP • .s • Mli r c= ERMITTED PL AWS %�%/j �Al '` /f Meting t ` /f1•••• . \' / \ • '�1� n t'+ +. f//. +. •%�i,. . �%f ;' fit •. �� ; •� 1 O ` t • tier / • +1/ 1 ▪ /•• %• . +' i• tsi,�, •hey` ..4 ktV • 51 ,• • .+ i • • • • �tl I• f :.1 �!• { • En 0 -B 0 cc ce cc Pei u .13 cn • � A• \` tst t\ ` •' t . by 73 �., -. - -- " • ���� Z31 '1t II 1.1 (I�i -: t _,t 2 Fc : ` w trtt1tru cieee .10 +•;• : nocc za i aV s W w [COa �� • t' - • 1• 1 .I I • /\ • ...... . _.. : -1 Ft . • •_y ; i 1 _. __ _- ..._.._-. • . 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Lerx o w o cc Cr ti 0 0 0 x ul W N cc 11 , r 3 0 u x IL ID cc 0 PERMITTED PLANS Pearland Parkway • • PERMITTED PLANS • • PROP EMBANK PROP CONC PVM'T MO2J • 7• • • ♦ • • M02I DITCH INLET • • • CURB INLET CC C I 0 CC 0 3 Q' W 0 '0 4 n ma- M no w66 ft A tat Y1 Rt 0 L 0 N 0 U U w 6) N ru b ca 0 1 uJ m cC 4.4 0 0 U 0 0 C mi i c Roadway Section 0 O as cad Q hti PERMITTED PLANS PROP CONC PVM!T PROP EMBANK M0el 0 to U kfTh 00 00 t1.Y lam, cc ^7 A 2-4 R i 01•4p�rug i timat aZt ,Ly ta CC U.t R.e u ai ct7 W ,4 c.) • C.)v cl FiER • c -r-- STORM SEWER ROUTING H>' 9 (law {-o d d LSINI1US3M • 011a NM01 t r' 3S08 .12f2Jd8 1 t" / ftt r t i30 151-Ka • 0 i fan tam 0 U U w R 0 Cle yCI b R 0 a w 0 0 sir u cn y 0 O V • eq .x ea al r:3 CLI Ci O CC cu cU a Proposed Drainage Routing CD r-i 0 cct Q D4 putrdarrEo ter Pik o • v; :,•. t' CC 2 id CC 0 1- 2 Oa 40 ti 11. : - X M • • T. At • • oA DiAMy. Roman yi H PERMITTED PLAtifEt 2 6 200k PROPOSED MITIGATION PLAN (RE `II 5 EIS) 1.0 Overview The proposed new roadway (Pearland Parkway) project would impact approximately 3.419 acres of jurisdictional wetlands that include 10.discrete wetland areas ranging from 0.050 acres to 1.752 acres in size. Approximately 2.365 acres are forested wetlands and 1.054 acres are herbaceous prairie wetlands. Both the forested wetlands and prairie wetlands are degraded by Chinese tallow (Sapium sebiferum). The applicant's (City of Pearland) original permit application included a mitigation plan to compensate for unavoidable impacts. Various entities including the Texas Parks & Wildlife Department (TPWD), U S Environmental Protection Agency (EPA), Texas Natural Resources Conservation Commission (TNRCC), and Galveston Bay Foundation commented on the. proposed mitigation plan in response to the U S. Army Corps of Engineers (USACE) Public Notice for the project. Since receiving these comments, the applicant has met with some of these entities and has conducted a site visit with representatives of the USACE, TPWD USFWS, TNRCC, and Texas General Land Office. Subsequent to the site visit, the applicant's consultants have worked with the TPWD to develop a revised mitigation plan which satisfies the concerns of the vanous agencies. (TPWD's representative served as a coordinator among the experts from the USFWS, EPA, and TNRCC to obtain input and concurrence). As a result of these efforts, the applicant has prepared this revised mitigation plan This plan incorporates, to the extent possible, all agency recommendations_ The applicant proposes to mitigate the unavoidable loss of wetlands by creating/enhancing 7.095 acres of forested wetlands (a 3.1 mitigation ratio) and 1.054 acres of prairie wetlands (a 1:1 mitigation ratio). The applicant is proposing to use a 17 138-acre** site, which is part of a larger tract of land owned by the City of Pearland. The City would also preserve an additional 2.379 acres of existing wetland and 6.61 acres of upland, as a buffer. A cleared pipeline right-of-way traverses the site and is not included as credit for mitigation purposes. This site is located on the north side of Clear Creek, approximately 2 65 miles from the proposed Pearland Parkway. The mitigation site is in the same watershed as the proposed project. To compensate for the unavoidable impacts to forested wetlands, the applicant proposes to make hydrologic modifications to an existing 6.852-acre forested upland (Area CF) to enhance hydrology within this forested area. It is anticipated that hydrologic enhancements will significantly increase the wetland functions and value of this forested area (Area CF). There is an existing forested wetland (Area W) within and adjacent to Area CF that will be preserved. This existing wetland (Area W) and the proposed created forested wetland (Area CF) have a species composition similar to that in the impacted wetlands. (See species composition compansons on attached table). In addition, there are currently three areas of forested wetlands (Areas RE 1, RE2, and RE3) within the 17 138-acre mitigation site that are degraded with Chinese tallow. The applicant proposes to restore/enhance these areas by removing Chinese tallow trees. To compensate for herbaceous wetland impacts the applicant also proposes to make hydrologic modifications to an existing 0.418-acre pasture -type upland (Area CP) These hydrologic modifications will restore wetland hydrology to a prairie wetland that has been converted to cultivated farmland. Appropriate species will be established after hydrologic modifications are accomplished. Additional praine wetlands degraded by Chinese tallow (RE4) will also be restored/enhanced to further compensate for herbaceous wetland impacts eee UU SNEET I I Or 5-b FEB' . 2 6 2002 PERMITTED PLANS The applicant also proposes to preserve and enhance 5.27 acres of prairie upland buffer and a 1.34-acre forested upland buffer (Area B). A mitigation area site map is included as Exhibit 26a. Proposed (acres) Proposed Mitigation* (acres) Roadway Project Wetland Created Restored/ RE Mitigation Mitigation Total Impacted Type Enhanced Credit (Created + RE Ratio (RE) (1/2 of RE credit) - acreage) Forested 2.365 6.852 (CF) 0.277 (RE1) 0:138 7.095 3:1 Wetlands 0.133 (RE2) 0.067 0.075 (RE3) 0.038 Prairie 1.054 0.418 (CP) 1.273 (RE4) 0.636 1.054 1:1 Wetlands 3.419 7.270 1.758 0.879 8.149 Total *see Exhibit 26a for mitigation area site map Proposed Mitigation Site Summary Created Wetlands Area + Area = 7.270 CF CP acres Credit (6.852 (0.418 acres) acres) 7.270 acres Restored/Enhanced 1/2 + + + = credit Area Area Area 1.758 RE1 RE2 RE3 RE4 for (0.277 (0.133 (0.075 (1.273 Wetlands x 1/4 acres) acres) acres) acres) = 0.879 Credit acres 0.879 acres Area acres Preserved Area = '/ = 1.50 0.879 Wetlands credit W acres (1.777) for acres Credit Areas - RE1 REI, * (0.277) RE2, RE3, RE4 2.379 acres Upland Forested Buffer Credit (Enhanced) 1.340 acres Upland Prairie Buffer Credit (Enhanced) 5.270 acres MITIGATION CREDIT 17.138 acres TOTAL ** The total footprint of the mitigation site is 18.538 acres. Of this acreage, 17.138 would be credited toward the mitigation. The remaining acreage is the pipeline ROW that traverses the area and is not included in the mitigation total. SHEET'<1 OF 50 FEB 2 6 2002 PERMITTED PLANS 2.0 Hydrologic Enhancement Based on a site visit to the mitigation site and/or subsequent coordination with USACE, TPWD, USFWS, TNRCC, and GLO, the site will be modified to increase water availability to the proposed created forested wetland (Area CF) and the proposed herbaceous prairie wetland (Area CP) creation. To increase water availability to the created forested wetland, the applicant will lower the berm adjacent to Clear Creek to approximately.its historical elevation (i.e , approximately +45 ft NAVD 88). Based on available stream gauge data, if the berm were lowered to approximately 45 ft NAVD 88, the creek would flood much of the created forested wetland an average of once per 2.4 years (at least 17 flood events occurred in a 40-yearperiod of record ending in 1994). Such bank over -topping would result in water depths within Area CF ranging from 1.8 ft to 0.6 ft. Such interaction with Clear Creek will significantly increase the wetland functions and values of this forested area The applicant also proposes to take down rice field berms located throughout the 17.138-acre mitigation site to increase surface runoff into both the created forested wetland and the created prairie wetland. To increase water availability to the created prairie wetland, approximately 15-inches to 20- inches of soil will be excavated from the site. Historical aerial photographs indicate that a prairie wetland existed at this site prior to conversion of the land to agricultural use. Soil cores at this site indicate that untitled hydric soil is present approximately 15-inches to 20-inches below the current soil surface. Thus, it is anticipated that lowering the surface of this site will increase water storage and groundwater availability to historical levels A water availability analysis indicates that when rainfall and evapo-transpiration are considered this area has surplus water available during November -February. USDA soils data show that the water table is within 0-2 ft of the soils' surface in December -February. The soils data also indicate that the permeability of the soils layer below the upper 22-inches is <0.06 inches/hour or very slow. Based on these observations and observations of the adjacent wetland (Area W), the modifications to the created prairie wetland site should be sufficient to provide wetland hydrology. Elimination of rice field berms will also increase water availability to this site. • The applicant will initiate mitigation site construction within 180 days of commencement of project construction. Mitigation site construction will be completed within one year of start of construction of the mitigation site. 3.0 Created Wetlands Species composition within the proposed forested wetland creation site (CF) the existing forested wetland within the proposed mitigation site and at the impacted forested wetland areas is summarized on the attached sheet As the species summary indicates, the species composition at the proposed created forested wetland creation site (CF) is very similar to the species composition at the existing wetland within the proposed mitigation area (Area W). It is the objective of the hydrologic plan mentioned in no. 2, above to alter hydrology within the proposed created forested wetland so that the wetland functions and value of the forest are increased. Sincethe current species composition within the proposed forested wetland creation area is of a desirable mix, no new trees will be added to the proposed forested wetland creation area. In the created herbaceous prairie wetland (CP), the area will either be planted or seed bed material with target species (below) will be transferred to it from either the proposed impacted wetlands or from other nearby wetlands Planting on 3-ft centers or seed bed transfer will occur zzz88 SHEET 13OF 5-0 rat Z b lOQ PERMITTED PLANS • during the first non -summer wet period immediately following the completion of hydrologic modifications at the mitigation site. To enhance survival chances of planted vegetation, the applicant proposes to water plants at least twice weekly, if needed, during the initial six weeks after planting. TARGET SPECIES LIST Prairie Wetland Switchgrass Panicum virgatum FACW Tripsacum dactyloides FAC+- Eastern gama grass Bushy bluestem* Andropogon glomeratus FACW+ Sugar cane plumegrass Erianthus giganteus FACW+ Southern carpet grass* Axonopus affinis FAC Dombey's spikerush* Eleocharis montana OBL Sand spikerush Eleocharis montevidensis FACW+ Gaping panic grass* Steinchisma hians FACW- Cherokee sedge* Carex cherokeensis FACW- Longtom Paspalum lividum OBL Soft rush Juncus effusus OBL Calico aster* Aster flagellaris FACW+ Chufa Cyperus esculentus FACW Native cyperus Cyperus spp. Swamp smartweed* Polygonum hydropiperoides OBL Virginia button -weed Diodia virginiana OBL Lesser duckweed Lemna minor OBL Coastal Bacopa monnieri OBL water -hyssop Marsh caperonia Caperonia palustris FACW Upland Prairie • Indian grass Sorghastrum nutans FACU Big bluestem Andropogon gerardii FACU Knotroot bristle grass* Setaria geniculata FAC Big -top Iovegrass* Eragrostis hirsute FACU Long -spike trtdens* Tridens strictus FAC- Upland Forest Yaupon* Ilex vomitoria FAC- Southern bayberry Myrica cerifera FAC Basket grass* Oplrsmenus hirellus FACU+ Water oak* _ Quercus nigra FACW- Live oak Quercus virginiana FACU+ Celtis laevigata FAC Sugarberry* * These species are present at the mitigation site. • ezmoi 5HEEr 11 Of 5b FEB2 6Qp2 PERMITTED PLANS • 4.0 Wetland Restoration/Enhancement The enhancement of existing wetlands (Areas REI, RE2, RE3, and RE4) will be accomplished by removal and/or suppression of undesirable species. (See table below). These species will be removed annually by hand for 5 years, by mechanical removal and/or by treatment with appropnate herbicides if necessary. If restricted herbicides are to be used, an applicator licensed by the Texas Dept. of Agriculture will perform such herbicide treatments in a manner that complies with applicable laws and regulations. Annual removal or treatment will be performed for 5 years. The first removal effort will occur, weather permitting, within 60 days of completion of site hydrologic modifications. Subsequent control efforts will be performed annually for five years. The restored prairie wetland (RE3) will be seeded with gama grass and switchgrass after the initial control effort. REMOVAL/MANAGEMENT TO SUPPRESS Scientific Name Common Name Chinese tallow tree Sapium sebiferum Citrus trifoliata Trifoliate orange Chinese privet Ligustrum sinense Eastern false -willow Baccharis halimifolia Sesbania drummondii Drummond's rattle -bush Bag -pod rattle -bush Sesbania vesicaria Great ragweed Ambrosia trifida Tall golden -rod Solidago altissima Annual sumpweed Iva annua Macartney rose Rosa bracteata Hogwort Croton capitatus Blue vervain Verbena hastata Cattails Typha spp. 5.0 Upland Enhancement/Species Control Undesirable species will also be controlled or suppressed in the upland forest and prairie buffers. The table above lists species that will be controlled. Methods similar to those described in Sec. 4, above, will be employed. Additionally, the upland praine buffers will be mowed and seeded with big Western and Indian grass during Year 1. Controlled burning or mowing may be utilized in the upland prairie as an annual control method. (Burning will be subject to Harris County approval). 6.0 Monitoring The mitigation site will be monitored prior to start of construction to establish baseline vegetation composition. In addition to species composition and vegetation cover, tree and shrub density will be estimated. The site will also be monitored annually for five years starting one year after planting and seed bed transfer are accomplished. The success criteria will be as follows: Year 1 - Fifty percent (50%) coverage of target or desirable species will be achieved in the created prairie wetland If coverage is less than 50% of target or desirable species, the area el? lrV 5 gEEr 1 S of 5 FEB 2 6 2002 PERMITTED PLANS will be planted on approximately 3-ft centers within 90 days of monitoring or as soon as practical during the next non -summer wet period The coverage of undesirable species will be less than 30% in the various components of the mitigation site. If this level is not achieved, an additional control effort will .bemade six months after the second annual control effort. Year 2 - Seventy percent (70%) coverage of target or desirable species will be achieved in the created prairie wetland. If coverage is less than 70%, desirable species will be planted on 3-ft centers as described above. The. coverage of undesirable species will be less than 20% in the various components of the mitigation site. If this level is not achieved, an additional control effort will be conducted within six months of the third annual control effort. Years 3 through 5 - Seventy percent (70%) coverage of target or desirable species will be achieved in the created prairie wetland If coverage is less than 70%, desirable species will be planted on 3-ft centers as described above in years three and four. The coverage of undesirable species will be less than 10% in the various components of the mitigation site. If this level is not achieved at any monitoring event, an additional control effort will be conducted within six months of that monitoring event. The applicant will place staff gauges in the deepest portion of each wetland area and will place a continuous recording gauge in the deepest wetland basin. Data from the recording gauge will be downloaded and water levels at all staff gauges recorded on a monthly basis for Years 1 - 3. The success of hydrologic modifications will be based upon the vegetation success as documented in the various monitoring efforts. In addition, the applicant will use the recorded on -site hydrologic data and the Palmer Drought Severity Index as analysis tools to evaluate and compare the results of our monitoring events. Monitoring reports will be prepared and forwarded to the USACE EPA USFWS, TPWD, and TNRCC within 60 days of completion of each monitonng effort. Reports will include • photographs of the various mitigation site components. The reports will also include pertinent rainfall data from nearby Hobby Airport, as well as documentation of on -site hydrologic observations. The reports will also include a summary of Clear Creek stream gauge data, if available, to determine the frequency of flooding from creek waters within the created forested wetland. 7.0 Site Protection The applicant will deed restrict the property to preserve it as a mitigation site in perpetuity. The City will convey the 17.138-acre mitigation site as a conservation easement to a third party for management, provided a suitable grantee is located. The City of Pearland has included a statement, as requested by TPWD, regarding the potential uses of the remaining acreage surrounding the proposed mitigation site. This statement is included in the attached memo. CTU SHEET I C9 OF 5 ) • PERMI 0 Y ED PLAN Species Fraxinus pennsylvanica Quercus nigra Quercus phellos Cettis Iaevigata Carya illlnoensis Ulmus americana Ulmus crassifolia Sapium sebiferum* Crataegus viridis Baccharis halimifolia Ligustrum sinense Citrus trifoliata Ilex decidua Ilex vomitoria • Panicum gymnocarpon Carex cherokeensis Aster flagellaris Sabal minor Iva annua Axonopus affinis Ambrosia trifida Solydago altrssima Oplismenus hirtellus Sorghum halepense Verbena hastata Rubus trivialis Toxrcodendron radicans Smilax rotundifolia Berchem►a scandens Lonicera japonica Ampelopsis arborea indicator Status FACW- FACW- FACW FAC FAC+ FAC FAC FACU+ FAC FACW- UPL UPL FACW- FAC- FACW- FACW+ FACW FAC FAC FAC FACU FACU+ FACU NA FAC FAC FAC FAC+ FAC FAC Mitigation Site Impacted Forested Wetland "Created Forested Wetland" Area "W" (Areas B, G & N) Upland Forest * Chinese Tallow tree is a documented wetland plant X X X X X X X • Wetland Forest X X X zZZ,88 Sitar of 5b No.2989 Pun` Mar i. 1U0Z i:58AM CORRIGAN.CONSULTING INC WATER QUALITY RESOLUTION PLAN • APRIL 2002 The City of Pearland proposes to implement a vegetation management program within the Settegast, Westminster, Barry Rose, and Town drainage ditches OnApril 19,2002, CCl biologist, Heather Boise obtained site Photo gg Photographs of each ditch at and adjacent to the approximate location for each proposed outfall to determine baseline conditions and feasibility of implementing water quality measures. Vegetation within each ditch was characterized by herbaceous hydrophytic species typical of the Gulf coast prairies and marshes including cattail (Typha sp.), spikenrsh (Eleocharis sp.), rushes (Junous sp.), sedges (Cjperus sp.), and a variety of other herbaceous species. The BDD4 would maintain the vegetation in these ditches .according to the following plan. It is proposed that the BDD4 be allowed to continue routine ditch maintenance, with the exception, that We vegetation within the each ditch bottom (defined as the "toe of slope' to the "toe of slope") be mowed at a height no less than. 12 inches. The BDD4 would also have permission to mow all vegetation in the ditches twice per year to remove and prevent growth of woody vegetation. If BDD4 needed to remove woody vegetation, at tunes edier than during the bi-annual clearing, woody species would be removed by hand and would not resuh in any additional mowing beyond the permissible 12-inch limit. The City of Pearland may supplement each ditch bottom with vegetation, as necessary, to ensure some vegetation remauts to sufficiently slow flow and afford water quality functions year round. Supplements would occur if 50% oldie ditth bottom, within the management zone is not vegetated within 6 months after construction of the proposed Pearland Parkway In such cases, the City of Pearland would plant or seed the ditch bottom with native herbaceous vegetation suitable for growing in the existing conditions. In ditches where planting or seeding occur, with the exception of Town Ditch, 50% of the ditch bottom must be vegetated whittle one year after the construction of the proposed Pearland Parkway. Requirements for Town Ditch are described below. In addition, rock filter dams would be placed within the two City of Pearland ditches near the Clear Creek bridge crossing (see attached plans for North and South Outfalls) The North ditch is shallow and typically dry. This ditch would be replaced with a deep box that would be almost 12' deeper. The ditch in front of this box, where the North outfall rock filter dam would be placed, would be a new, deeper ditch created through excavation. Currently, the South ditch, where the South outfall rock filter dam would be located, is non- existent. This ditch world be created via excavation during the construction of Pearland Parkway. As a resuh of these plans, the placement of the rock filter dams would not be considered 611. These ditches would not be maintained by the BDD4 and would only contain the filter dams. Rock filter dams would be placed approximately 5 — 15 feet front the proposed outfall at approximately 1 foot above grade of the outfall. Settegast Ditch The Settegast ditch contains a variety of emergent hydrophytic vegetation characterized by gentry sloping banks. Thu ditch typically bas a wet bottom, but may be dry during certain times of the year; however, vegetation is typically present throughout the year. The proposed vegetation management for this ditch would occur below the proposed outfall for Pearland Parkway, which is approximately 800 feet from Gear Creek. There is an existing concrete overflow structure about 200 feet in length between the confluence of Clear • Creek and the start of the unlined channel of Settegast ditch. Consequently, the treatment capabilities of vegetation within in this ditch would be approximately 600 feet. Supplemental planting or seeding by the City of Pearland are not anticipated for this ditch Wcstminlster Ditch (or Banbury Cross Ditch) The Westminister ditch contains a narrow, open channel complemented by emergent vegetation along the channel sides. Steep, vegetated banks and a dry bottom are characteristic of this ditch; however, the ditch bottom may be wet dutiog certain tunes of the year or after periods of heavy rainfall. There is some emergent vegetation within sections of the ditch bottom. The proposed vegetation management for this ditch would occur below the proposed outfall for Pearland Parkway, which affords approximately 500 feet of treatment capability before reaching Clear Creek. Because this ditch may be dry during certain periods, the City of Pearland may need to conduct supplemental planting or seeding in the ditch bottom. Barry Rose Ditch • The Barry Rose ditch contains a channel of water complemented by emergent vegetation along the channel sides. There are a few deeper pools of water which may act as additional volume storage, located between Clear Creek and the proposed Pearland Parkway outfall. A vet bottom, approximately 10 - 15 fret wide, characterizes this ditch. • The proposed vegetation management for this ditch would occur below the proposed outfall for Pearland Parkway, which affords approximately 1000 feet of treatment capability before reaching Clear Creek Supplemental planting or seeding by the City of Pearland are not anticipated for this ditch. Town Ditch The Town ditch contains a variety of emergent and woody vegetation and typically has a wet bottom throughout the year. The proposed vegetation management for this ditch would occur below the proposed outfall for Pearland Parkway, which would allow water to flow Through approximately 2000 feet of vegetation before reaching Clear Creek. Supplemental planting or seeding by the Ctty of Pearland are not anticipated for this ditch; however, if planting or seeding become necessary as a result of the management plan descnbed above, the following requirements would apply. instead of the 50% coverage requirement after one year post construction of Pearland Parkway, only 500 feet of vegetation must be established either 1) from the confluence of the ditch with Clear Creek going upstream of the ditch or 2) from the outfall for Pearland Parkway going downstream. Z Z Z 8e SHEET 418 of 50 • • rn m SI ps -c g oton °7 e it 12. tv 0 0,oisse � H 0 5 et O 0 ti 2 a s n 73. 0 • a,,, A w. si< "t cr• t.� fet n CORRIGAN CONSULTING INC' CA N rn ri ei co 0 -tl a 2989: P .6/6 . 1' RMTTED ' t4S 1_ 1 1 1 u O V g 0 04 E a o ova L 44 u " CORR GAN CQ,NSULT=I-NG • • 1 • • 05/09/02 07:33 84512 239 4420 • TNRCC/1?PA REAS iziuuz Robert J. Huston, Chairman • R. B. "Ralph" Marquez Commissioner Kathleen Hartnett White, Commissioner Jeffrey A. 9aitas, Exeaw(iwt Director TEXAS NATURAL, RESOURCE CONSERVATION COMMISSION ['Mercury Tows by Reducing end Preventing Pollution May 8, 2002 U.S. Army Corps of Engineers Galveston District CESWG-PE-RE P.O. Box 1229 Galveston, Texas 77553-1229 ATTN: Ms. Cheryl Jaynes RE- USACE Permit Application No. 22288 • Dear Sir: • As described in the united States Army Corps ofEngineers (Corps) Environmental Assessment And Statement Of Findings signed on April 12 2002, and the Corps Addendum to the Environmental Assessment And Statement Of Findings signed on May 8, 2002, the applicant, the City of Pcarland proposes to fill 3.42 acres of jurisdictional wetlands in the process of extending Pearland Parkway from Farm to Market 518 in R.razgria County to Beltway 8 in Harris County One seven -span, 700 foot long bridge would be constructed to cross Clear Creek. Multi -box culvert structures would be used at four Clear Creek tributary crossings_ Of the 3.42 acres of jurisdictional wetland impacts, approximately 2.36 acres are forested wetlands and 1.05 are herbaceous prairie wetlands To mitigate for these impacts, the applicant proposes to create 6.85 acres of forested wetlands and 0.42 acres of prairie wetlands, restore or enhance approximately 0.5 acre of forested wetlands and 1.27 acres of prairie wetlands, and enhance 1.34 acres of upland forested buffer and 5 27 acres of upland prairie buffer, within an 18 54 acre, deed - restricted niitigatiou site located on the north side of Clear Creek. 2.65 miles from the proposed roadway, and 300 feet south of Beltway 8. To mitigate for impacts to the Clear Creek floodplain, the applicant proposes the use of the City of Pcarland David L. Srmth Regional Detention Facility, which is designed to receive water from Clear Creek during periods of flooding. The detention facility also provides for on -site water quality mitigation by receiving much of the stormwater runoff firm) roughly the upper half of the proposed roadway. Also, rock filter dams will be placed below two storrnwatcr outfalls leading into Char Creek which drain a smailer portion ofthe upper roadway area On -site water quality mitigation for the lower half of the roadway will be achieved by a vegetative management plan to be implemented P.tl. Rol 13087 • Austin, Texas 78711.3087 • 512/239-1000 • Internet address: www.tnrccstate.tx.us oi'nt J .vu ,cndrJ paPtr wing tq-ha, i nk OS/09/02 07:33 tS12 239,4420 TNRCC/RPA REAS USACE Permit Application No. 22288 Page 2 • below stormwater outfalls to four ditches that flow into Clear Creek. The plait will allow for increased vegetative biomass in the chime] bottoms of the ditches which will provide increased filtering capabilities. The initial joint public notice for the proposed project was issued on May 30 2001. The Texas .N atural Resource Conservation Commission (TNRCC) submitted a comment letter to the Corps on July 13, 2001, requesting additional information and/or changes concerning the applicant's alternatives analysis, project and secondary development impacts to Clear Creek's floodplain and water quality, wetland mitigation plan, on -site water quality mitigation, and construction best management practices. The TNRCC letter also suggested a coordinated effort between the Corps and the TNRCC on any decisions to grant public hearings that were requested from both agencies by various entities. Because of project information not included in the first John public notice and the applicant's modification of project and wetland mitigation plans based upon the comments a eived, a revised joint public notice was issued on December 27, 2001 to allow for a. second formal evaluation process. The TNRCC submitted a second comment letter to the Corps on January 28 2002. The letter requested a copy of the hydraulic impact and mitigation analysis report (Dodson Report) for review, suggested the applicant consider placing the proposed wetland mitigation area and the larger surrounding tract of land owned by the applicant in a conservation easement, and asked the Corps to evaluate the applicant's approach to addressing secondary effects from development associated with the proposed roadway. The TNRCC received a espy of the Dodson Report on February 6, 2002. After considerable review of the report and correspondence between the TNRCC and the apphcant, the TNRCC notified the applicant and the Corps on March 20, 2002, that measures must be taken to slow and enhanoe the quality of unmitigated stormwater runofl'from the lower half of the proposed roadway In the midst of working on a solution to address the TNRCC's water quality concern, the Corps issued the Statement Of Findings for the permit application on April 12, 2002. According to the August 17, 2000, Memorandum of Ag eement (MOA) between the Corps and the TNRCC, the deadline for the water quality certification decision became Apri 126, 2002. On April 24, 2002 a proposal addressing the water quality mitigation issue that was agreeable to both the applicant and the TNRCC was sent to the Brazozia County Dramage District Nu. 4 (BDD4) for approval by the commissioners at their next meeting on May 8, 2002_ The TNRCC salt a letter to the Corps on April 26, 2002, requesting .in extension of time for the water quality certification decision to allow for approval by BDD4 of the proposed water quality \ mitigation plan. In a letter to the TNRCC dated May 1, 2002, the Corps denied the request for an extension of time and thereby, according to the MOA, set the deadline for a certification decision at May 9, 2002. On May 2, 2002, representatives of the Corps and the TNRCC held a teleconference , 05/09/02 07:34'•`,; tIrsit 239 4420 TNRCC/WPA REAS • rhoo4 USACE Permit Application No. 22288 Page 3 during which the Corps agreed to issue an Addendum to the Statement Of Findings in order to acknowledge and incorporate the water quality mitigation plan into the existing project plans The BDD4 commissioners voted to approve the proposed water quality miligation plan on May 8, 2002, and the Corps issued the Addendum To Environmental Assessment And Statement OfFindiugs later that same day. With the approval of the water quality mitigation plan and the issuance of the Statement Of Findings and the Addendum to the Statement Of Findings, all the TNRCC confluents and concerns have been satisfactorily addressed. In response to the Joint Public Notice dated May 30, 2001, the Revised Joint Public Notice dated December 27, 2001, the Environmental AssessInent And Statement Of Findings signed April 12, 2002, and the Addendum To Environmental Assessment And Statement Of Findings signed May 8, 2002, the TNRCC certifies that the activity should not result in a violation of established Texas Water Quality Standards as rewired by Section 401 of the Federal Clean Water Act and pursuant to Title 30, Texas Administrative Code, Chapter 279, provided that the standard provisions in Attachment 1 are followed. Wetlands arc protected by the Texas Water Quality Standards, and they play a major role in maintaining water quality standards. The TNRCC supports a goal of no net loss of wetlands. When 13 SACE personnel follow their Section 404 CM elines m determining whether to issue a Section 404 permit, wetland impacts/losses can be avoided, minimized or mitigated. No review of property rights, location of property lines, nor the distinction between public and private ownership has been made, and this certification may not be used in any way with regard to questions of ownership. If you require additional information or further assistance, please contact Mr. Gregg Easley, Water Quality Assessment Section, Water Quality Division (MC-150), at 512/239-4539 or by e-mail at gensl . ®tnrca.state.tx.us. Sincerely, Jeffmy A. Saitas, P.E., Executive Director Texas Natural Resource Conservation Commission MAF/GE/ernh Attachment No. 1 • ces: Alan Mueller, City of ?Garland 3519 Liberty Drive, Pearland, Texas 77581 Heather Boltc, Comgan Consulting, Inc , 1909 Capri Lane, Seabrook., Texas 77586 05/09/02 07:34 $512 239 4420 TNRCC/WPA REAS kb 005 Attachment 1 - Dredge and All Certification USACE Permit No. 22288 May 8, 2002 Pagel of 3 WORK DESCRIPTION: As described In the Joint public notice dated May 30, 2001, the revised joint public notice dated December 27,2001, the Environmental Assessment And Statement Of Findings signed April 12, 2002, and the Addendum To Environmental Assessment And Statement Of Findings signed May 8, 2002 SPECIAL CONDITIONS: None. GENERAL: This certification, issued pursuant to the requirements of Title 30, Texas Administrative Code, Chapter 279, is restricted to the work described in the application or joint public notice and shalt expire five years from me date of issuance of the U.S. Army Corps of Engineers (USACE) permit. This certification may be extended to any minor revision of the USACE permit when such change(s) would not result in an impact on water quality. The TNRCC reserves the rightto require frill joint public notice on a request for minor revision The applicant Is hereby placed on notice that any activity conducted pursuant to the USAGE permit which results in a violation of the state's surface water quality standards may result in an enforcement proceeding being initiated by the TNRCC or a successor agency. STANDARD PROVISIONS: These following provisions attach to any permit issued by the U.S. Army Corps of Engineers and shall be followed by the permittee or any employee, agent, contractor or subcontractor of the permittee during any phase of work authorized by a Corps permit. 1. The water quality of wetlands shall be maintained in accordance with all applicable provisions of the Texas Surface water Quality Standards including the General, Narrative. and Numerical Criteria 2. The applicant shall not engage in any activity which will cause surface waters to be toxic to man, aquatic life, or terrestrial lite. 3. Permittee shall employ measures to control spills of fuels, lubricants, or any other materials to prevent them from entering a watercourse. All spills shall be promptly reported to the TNRCC, Emergency Spill Response, at (512) 4634727. 4. Sanitary wastes shall be retained for disposal in some legal manner. Marinas and similar operations which harbor boats equipped with marine sanitation devices shall provide state/tederal permitted treatment facilities or pump out facilities for ultimate transfer to a permitted treatment facility Additionally, marinas shall display signs In appropriatelocations advisktg boat owners that the discharge of sewage from a marine sanitation device to waters in the state is a violation of state and federal law. 5. Materials resulting from the destruction of existing structures shall be removed from the water or areas adjacent to the water and disposed of in some legal manner. 6. A discharge shall not Cause substantial and persistent changes from ambient conditions of turbidity or color. The use of silt screens or other appropriate methods is encouraged to confine suspended particulates. 7. The placement of any material in a watercourse or wetlands shall be avoided and placed there only with the approval of the Corps when no other reasonable alternative is available If work within a wetland is unavoidable, gouging or rutting of the substrate is prohibited. Heavy equipment shall be placed on mats to protect the substrate from gouging and ratting if necessary. 05/09/02 07:35 trs12 239s4420 TNRCC/WPA REAS i®uuir Attachment 1 - Dredge and Fill Certification USACE Permit No. 22288 May 8, 2002 Page 2 of 3 8. Dredged Material Placement: Dredged sediments shall be placed In such a manner as to prevent any sediment runoff onto any adjacent property not owned by the applicant. Liquid runoff from the disposal area shell be retained on -site or shall be filtered and returned to the watercourse from which the dredged materials were removed. Except for material placement authorized by this permit, sediments from the project shall be placed in such a manner as to prevent any sediment runoff into waters in the state, including wetlands. 9. If contaminated spoil that was not anticipated or provided for In the permit application is encountered during dredging, dredging operations shall be immediately terminated and theTNRCC. Emergency Spill Response, shall be contacted at (512) 463-T727. Dredging activities shall not be resumed until authorized by the Commission. 10. Contaminated water, soil, or any other material shall not be allowed to enter a watercourse. Noncontarninated stormwater from impervious surfaces shall be controlled to prevent the washing of debris into the waterway. 11. Stormwater runoff from construction activities (US EPA Category X) is governed by the requirements of the US Environmental Protection Agency Applications to apply far a general permit are to be obtained from Region 6, IJS EPA et (214) 665-7185. 12 Upon completion of earthwork operations, all temporary fills shall be removed from the Watercourse/wetland, and areas disturbed during construction shall be seeded, riprapped, or given some other type orprotection to minimize subsequent soil erosion. Any ftif material shati be clean and of such composition that it will not adversely affect the biological, chemical, or physical properties of the receiving waters. 13. Disturbance to vegetation will be kneed to only what is absolutely necessary. After construction, all disturbed areas will be revegetated to approximate the pre -disturbance native plant assemblage, 14. Where the control of weeds insects, and other undesirable spedes is deemed necessary by the perntittee, control methods which are nontoxic to aquatic life or human health shall be employed when the activity is located in or in dose proximity to water, including wetlands. 15. Concentrations of taste and odor producing substances shall not interfere with the production of potable water by reasonable water treatment methods impart unpalatable flavor to food fists including shellfish. result in offensive odors arising from the water, or otherwise interfere with reasonable use of the water in the state. 16. Surface water shall be essentially free of floating debris and suspended solids that are conducive to producing adverse responses in aquatic organisms, putrescible sludge deposits, or sediment layers which adversely affect benthie biota or any lawful uses. 17, Surface waters shall be essentially free of settleable solids conducive to changes in flow characteristics of stream channels or the untimely Titling of reservoirs, lakes, and bays 05/09/02 07:35 $`512 239 44zu MMM 11\1lll%+/ RCA ala4nv Attachment 1 - Dredge and Fill Certification USACE Permit No. 22288 May 8, 2002 Page 3 of 3 19. The work of the applicant shall be conducted such that surface waters are maintained in an aesthebcally attractive condition end foaming or frothing of a persistent nature is avoided. Surface waters shall be maintained so that oil, grease, or related residue will not produce a visible film of oil or globules of grease on the surface or coat the banks or bottoms of the watercourse. 19. This certification shall not be deemed as fulfilling the applicant's/permittee's responsibility to obtain additional authorization/approval from other local, state, or federal regulatory agencies having special/specific authority to preserve and/or protect resources within the area where the work will occur Applicant: City of Pearland. Attached is: Date: 05/08/2002 See Section below A B C D File Number: 22288 INITIAL PROFFERED PERMIT (Standard Permit or Letter of Permission) PROFFERED PERMIT (Standard Permit or Letter of Permission) PERMIT DENIAL APPROVED JURISDICTIONAL DETERMINATION X PRELIMINARY JURISDICTIONAL DETERMINATION A: INITIAL PROFFERED PERMIT: You may accept or object to the permit. • ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit. • OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in Section B below. B: PROFFERED PERMIT: You may accept or appeal the permit • ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit. • APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice. C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice. D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved jurisdictional determination (JD) or provide new information. • ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD. APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice. • E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the preliminary JD. The preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the Corps to reevaluate the JD. EM REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or yourobjections to an 'nitial. proffered permit in clear concise statements. You may attach additional information to this form to clarify where your -reasons -- bjections are addressed in the administrative record.) ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the record of the appeal conference or meeting,- and any supplemental information that the review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record. However, you ma •rovide additional information to clanf the location of information that is already in the administrative record If you have questions regarding this decision and/or the appeal process you may contact T. Cheryl Jaynes, Regulatory Specialist CESWG-PE-RE, P.O. Box 1229 Galveston, Texas 77553-1229 Telephone: 409-766-3804; FAX: 409-766-3931 If you only have questions regarding the appeal process you may also contact: James E. Gilmore, Appeal Review Officer CESWD-ETO-R, 1100 Commerce Street Dallas, Texas 75242-0216 Telephone: 214-767-2457; FAX: 214-767-9021 Email. James.E.Gilmore@usace.army.mil RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site investigations. Date: 1 Telephone number: Signature of appellant or authorized agent.