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R2001-0063 05-14-01 RESOLUTION NO. R2001-63 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS, AMENDING A WATER SUPPLY CONTRACT WITH THE CITY OF HOUSTON. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section '1. That the City of Pearland and the City of Houston entered into a water supply contract on June 16, 2000. Section 2. That both parties desire to amend the water supply contract to redefine the initial points of delivery and measurement, as well as clarifying the responsibilities of the parties regarding construction of certain facilities. Section 3. That certain contract amendment by and between the City of Pearland and the City of Houston, a copy of which is attached hereto as Exhibit "A" and made a part hereof for all purposes, is hereby authorized and approved. Section 4. That the City Manager or his designee is hereby authorized to execute and the City Secretary to attest a contract amendment with the City of Houston. PASSED,APPROVEDandADOPTEDthisthe 14 dayof May , A.D., 2001. ATTEST: TOM REID MAYOR RESOLUTION NO. R2001-63 APPROVED AS TO FORM: DA'-P,15,1N M. COKER CITY ATTORNEY AMENDMENT TO WATER SUPPLY CONTRACT BETWEEN THE CITY OF HOUSTON, TEXAS AND THE CITY OF PEARLAND THIS AMENDMENT TO THE WATER SUPPLY CONTRACT ("Amendment") is made by and between the CITY OF HOUSTON ("Houston"), and THE CITY OF PEARLAND ("Pearland"). WITNESSETH: Recitals WHEREAS, Houston and Pearland entered into the Water Supply Contract ("Original Contract") on or about June 16, 2000; and WHEREAS, the parties desire to change the location of the initial Points of Delivery and Measurement as well as delineate the responsibilities of thc parties regarding construction of certain water facilities; NOW, THEREFORE, for and in consideration of the premises and the mutual covenants and agreements herein contained, the parties hereto agree as follows: I. The definition "Points of Delivery" in the Original Contract is amended to read as follows: "Points of Delivery' shall mean the actual points of connection between the Houston System and the Pearland System. The initial Point of Delivery will be located at the Pearland city limit boundary on FM521 as shown on Exhibit 'A'. II. The definition of "Points of Measurement" in thc Original Contract is amended to read as follows: C:\MY DOCUMENTS\0 945AM October 10, 2000 L.D. File NO. "Points of Measurement" shall mean the various locations where water delivered by Houston will be measured for purposes of this Contract. The initial Point of Measurement will be in the Pearland~s water plant located as shown as Exhibit ".4" hereto. III. Exhibit "A" of this Original Contract is superseded by Exhibit "A" to this Amendment, which is incorporated herein by reference. IV. Section 2.02 of the Original Contract shall be amended to read as follows: 2. 02--Construction by Pearland qf Certain Facilities Pearland shall construct water line facilities to connect to Houston's water main located in Mc Hard Road and Hiram Clark as shown in Exhibit '9/" ("Water Line Facilities"). Water Line Facilities shall include water line, valves, meter vault& and backflow prevention controls located at or between the Point of Delivery and the Point of Measurement as required by the Utility Official. All plans and specifications must be approved by the Utility Official before commencement of construction. The Utility Official shall have the right to inspect the Water Line Facilities at all times during construction. The portion of the Water Line Facilities located between the connection point on McHard Road (Point A as shown in Exhibit '9/'') and the Pearland city limit line (Point B as shown in Exhibit '9/'') will become the property of Houston upon written acceptance by the Utility Official. Houston shall be responsible for maintaining the segment AB and may add additional taps to this segment so long as Houston maintains capacity in the segment sufficient to supply water to Pearland. V. Section 2.04 of the Original Contract shall be amended to read as follows: 2.04--Points of Delivery The Points of Delivery for water sold under this Contract shall be located at the physical points of connection to Houston's system as established by the Utility Official and Pearland from time-to-time. October 10, 2000 C:\MY DOCUMENTS\0 945AM L.D. File No. 2 The initial Point of Delivery will be at the Pearland city limit boundary on FM 521 as shown on Exhibit ".4 ". VI. The Original Contract and the Amendment are the entire agreement of the parties in the event of irreconcilable conflict between these documents, the provisions of ttds Amendment shall control. October 10, 2000 C:\MY DOCUMENTS\0 945AM L.D. File NO. 3 CITY OF HOUSTON, TEXAS ~Vlayor ~- ~ Executed for and on behalf of City of Houston pursuant to authority granted by City Council Ordinance No. THE CITY OF PEARLAND, TEXAS City ~ag~ Executed for and on behalf of City of Pearland pursuant to authoritv ll[,,an, tcd by City Council Resolution No.~1~0~ ~o3 City Seccetar~v _~.~ ~ J APPROVED. : _- C' ~D~ofPublic Works and Engineering APPROVED AS TO FORM: L.D. File No. 80-98066-02 COUNTERSIGNE]~BY: City ~'"oo~ri)'[fe'r~ DATE COUNTERSIGNED: ATTEST/SEAL: ~pRSei~E~D 'AS TO/FdRM ..-~/ City Attorney October 10, 2000 C:\MY DOCUMENTS\0 945AM L.D. File NO. 4 Contract is located with original resolution. • • Resolution No. R2001-63 CONTRACT DOCUMENTS AND SPECIFICATIONS FOR SWEC DETENTION BASIN AND CONTROL STRUCTURE B2001 - 063 CITY OF PEARLAND MAYOR Tom Reid • r CITY COUNCIL Larry Marcott Klaus Seeger Woody' Owens Richard Tetens • V Larry Wilkins CITY MANAGER Bill Eisen p PURCHASING OFFICER Gordon Island 40• •%.. •. ! ', / N W. HARGRIVE, Q ..) 38270 :4cu OCTOBER 2001 0;�Fc� EQ;.�� Ss10NAL ! 0 • CITY OF PEARLAND CONTRACT DOCUMENTS AND TECHNICAL SPECIFICATIONS FOR SWEC DETENTION BASIN AND CONTROL STRUCTURE B2001-063 TABLE OF CONTENTS A. NOTICE TO BIDDERS B. INSTRUCTIONS TO BIDDERS C. BID PROPOSAL D. STANDARD FORM OF AGREEMENT BETWEEN OWNER AND CONTRACTOR E. PERFORMANCE BOND F. PAYMENT BOND G. MAINTENANCE BOND AND INSURANCE CERTIFICATE H. LABOR CLASSIFICATION AND MINIMUM WAGE SCALE I. GENERAL AND SPECIAL CONDITIONS J. TECHNICAL SPECIFICATIONS ITEM 1 CLEARING AND GRUBBING ITEM 2 SILT FENCES ITEM 3 CONTROL OF WATER ITEM 4 EARTHWORK ITEM 5 EMBANKMENT ITEM 6 CEMENT STABILIZED SAND ITEM 7 GEOTEXTILES _ ITEM 8 RIP-RAP INSTALLATION ITEM 9 INTERLOCKING ARTICULATING CONCRETE BLOCK ITEM 10 TURF ESTABLISHMENT ITEM 11 CAST-IN-PLACE CONCRETE ITEM 12 INSTALLATION OF PRECAST CONCRET MANHOLE, 5' x 8' BOX CULVERT, REINFORCED CONCRETE PIPE, FLAP GATE AND HANDRAIL ITEM 13 CONCRETE MANHOLE AND ACCESSORIES K. APPENDIX B - CONSTRUCTION DRAWINGS a a SECTION A - NOTICE TO BIDDERS NOTICE TO BIDDERS CITY OF PEARLAND, TEXAS B2001 - 063 The City of Pearland, Texas will receive sealed bids, in duplicate, marked B2001-063 - "SWEC DETENTION BASIN AND CONTROL STRUCTURE" , in the office of the Purchasing Officer, 3rd Floor, City Hall, 3519 Liberty Drive, Pearland, Texas, 77581, until 3:00 P.M. , Thursday, November 29, 2001, at which time they will be publicly opened and read aloud for the furnishing of: SWEC DETENTION BASIN AND CONTROL STRUCTURE This entire project will entail : 1 . Clear and grub the entire contract work area, 2 . Silt fencing and storm water pollution prevention of contract area, 3 . Control of water (control of ground water and surface runoff during excavation) , 4 . Excavate the ponds and intake channel area to contract limits, haul excavated soil to an approved site, and haul all contract area debris offsite, 1� 5 . Construct berm embankment up to its required elevation, 6. Install inlets and inlet pipes, 7 . Construct concrete slope paving, walls, weir, and handrails, 8 . Construct concrete hard edge, 9. Construct cross-over at Houston pipeline . 10 . Install 5' x 8' box culverts and end treatments at intake P and cross-over, 11 . Install rip-rap and articulated block, 12 . Turf establishment, and 13 . Install 36-inch RCP pipe, concrete manhole, and cast iron flap gate . Information and Bid Documents : Copies of Contract Documents and Technical Specifications and Plans are on file at the following locations for review: City of Pearland Purchasing Office 3rd Floor, City Hall r 3519 Liberty Drive Pearland, Texas 77581 Tel . (281) -652-1668 110 These documents may be examined without charge at the above locations . Bidders may obtain a complete set of the Contract Documents, Technical Specifications and Plans from the Purchasing Officer (Tel . 281-652-1688) , City of Pearland, 3519 Liberty Drive, in Pearland, Texas 77581, upon request and deposit of $25. 00 per set . No partial sets will be issued. Only bids from registered plan holders will be considered. The amount of the deposit will not be refunded. 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 the City of Pearland. The successful bidders must furnish Performance, Payment, and Maintenance Bonds as required by law (Article 5160, Vernon' s Texas Civil Statutes, as amended) upon an acceptable form 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 permit his employees to perform their services at any location under his control where segregated facilities are maintained. • Gordon Island, Purchasing Officer Date END OF SECTION • • SECTION B - INSTRUCTIONS TO BIDDERS INSTRUCTION TO BIDDERS Receipt of Bids: Ir Bids will be received until 3:00 P. M. , Thursday, November 29, 2001 in the office of the Purchasing Officer, under conditions set forth in the published IrNotice to Bidders. Information and bidding documents are obtainable from the Purchasing Officer under conditions set forth in the published Notice to Bidders. An optional attendance pre—bid meeting will be held Tuesday, November 20, 2001, at 10:00 AM in the 2nd Floor Conference Room at City Hall, 3519 Liberty Drive, Pearland, Texas. Discrepancies and interpretation: Notify the City Engineer 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. 11! • I I 1 1 c I IrMailing Procedure: 111 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 111 Bidder. Proposals may not be modified after submittal. Bidders may withdraw Proposal 111 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. ir 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 Ir carrying riders or qualifications which modify the proposal as submitted will be rejected as irregular. Submit Proposal in duplicate. Two copies of the Proposal form which are not bound in the Specifications are furnished for the Bidders use in submitting Ir his bid. I I I 2 I If IrThe Proposal Form bound in the Specifications is for the Bidder' s information and is not to be removed or completed. 11 Each bidder may submit only one Proposal; if two or more Proposals are I/ submitted by any bidder, either in one envelope or in separate envelopes, then such Proposals will be subject to rejection. irProposal 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. 11 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. The City of Pearland reserves the right to accept or reject any or all Iralternates or to accept any combination of alternates considered advantageous. Financial Statement: The bidder will be required by the Owner to furnish a financial statement. F Proposal Guaranty: A Certified or Cashier' s Check on a State or National Bank in the State of IrTexas, 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. I 3 r I/ IrShould the successful Bidder fail to execute Contract and Bonds within fifteen (15) days after notifications of award of Contract, said check or bidder' s Jbond shall become the property of the Owner as set forth in Paragraph 2. 05 of the General Conditions of Agreement. I JQualifications of Bidder: Ir The Owner shall make such investigations as he deems necessary to determine the ability of the Bidder to perform the work, and the Bidder shall furnish to the Owner all such information and data for this purpose as the Owner shall J 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. Performance, Payment and Maintenance Bonds: The successful bidder to whom the Contract is awarded will be required to J furnish a Performance Bond, Payment Bond and Maintenance Bond, as set forth in Paragraph 2. 04 of the General Conditions of Agreement. Bond forms hound in the Specifications are included as information to the Bidder. I/ I; Insurance: F 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. I; I 4 I If IrSite Investigation: 1/1 Examination of project site, existing structures and adjacent property and familiarizing himself with existing conditions before he prepares and submits Ifhis Proposal is the responsibility of each bidder. After investigating the project site and comparing the Drawings and J Specifications with the existing conditions, immediately notify the Engineer of any conditions, for which requirements of labor and material are not clear, I/ or about which there are questions regarding the extent of the work involved. Should the successful Bidder fail to make the required investigation and 1/ 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. I/ 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 form 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 sixty (60) days after date of opening bids unless otherwise stated in the proposal. I/ State Sales Tax: ! The Owner qualifies for 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. 5 I/ I/ The Contractor performing this Contract may purchase, rent or lease all 1/1 materials, supplies, equipment used or consumed in the performance 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 1/1 Comptroller of Public Accounts Ruling No. 95-0. 09 as amended to be effective October 2, 1968. I Schedule of Minimum Wage Rates: I/ The Contractor shall comply with the current prevailing wage laws and regulations. The minimum wages to be paid on this project shall be in I/ accordance with classification and wages set forth in Section H. • 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 I/ applicable Local, State and Federal Regulations. I/ The City of Pearland will not be responsible for advising the Contractor of specific requirement, nor for enforcing any requirements of the Occupational Safety and Health or other related Act. I/ The Contractor shall take necessary steps to complete project with minimal I/ interference of traffic and citizens living around work areas. Access shall be made for entrances and exits for residences and businesses during construction. I I 1 6 I I IrUtility Service for Construction: I/ Water and other temporary utility services for construction purposes will be the Contractor' s responsibility and at his expense. I Required Permits: I/ The Contractor shall be responsible for confirming, or securing any required permits from local, state and federal government. IThe contract area, excluding any offsite areas, is the property of the City of Pearland. The intake channel within the high banks of Mary, s Creek is under the jurisdiction of Brazoria Drainage District No. 4 (BDD4). BDD4 is a I/ partner in the construction of the SWEC project, and will be working adjacent to the Contract Area. The Contractor shall coordinate contract construction I/ activities with BDD4 during the construction of the project. I/ END OF SECTION I/ I/ I/ I/ I I/ I 1 7 I SECTION C - BID PROPOSAL r : 0 *". BID PROPOSAL '` (Submit in Duplicate) . FOR SWE r DETENTION BASIN AND CONTROL STRUCTURE YY B2001-063 •'`"' CITY OF PEARLAND A, IN f ' BRAZORIA COUNTY, TEXAS _ TO: City of Pearland 3519 Liberty Drive Pearland, Texas 77581 Attn: Gordon Island Purchasing Officer — Gentlemen: ;- The undersigned, as Bidder, declares that he has carefully examined the Invitation to Bidders, the ASCE _ Standard Forms of Agreement (as amended), the General Conditions, the Specifications, the Plans, and Project Conditions for the work and other Contract Documents; and he proposes and agrees that, if this proposal is accepted, he will contract to provide all necessary tools, equipment, apparatus, facilities, labor, and transportation, and to do all of the work and furnish all of the materials specified in the Contract Documents - required to complete the work as specified. If awarded the Contract, I/we will execute Contract on the Standard Forms of Agreement (as amended) and furnish satisfactory performance and payment bonds in accordance with the Bid Documents. Bidder acknowledges receipt of this document: Yours very truly, • Bidder Bean Construction Co_ Address p0.243,x qRR gt_aff.ox r-TX 77497 By W.B.Bean 1 Title President- Telephone 2R1-4n1-7176 ▪ LC aG,nwOfJ\ *L' - Date 11 /29/01 a I , .Be�A---- 1 G� Signature of Bidder _ a a1 g, 11) cal 1 1 1 r BID PROPOSAL (Submit in Duplicate) r -I FOR SWEC DETENTION BASIN AND CONTROL STRUCTURE B2001-063 '!BASE BID I i ITEM ESTIMATED UNIT . NO. DESCRIPTION UNIT QUANTITY PRICE TOTAL . r 1 . Mobilization LS LS $ Z 5C .ecc $ , • 2. Clearing, Grubbing and Waste Disposal Ac 45 $ q •1- ' $ qt;"CC 'C.C 3. Excavation* C ■ a) Used on-site CY 12,000 $ Z'Li-5 $ Lq,444- ( 1 . b) Disposed off-site CY 248,888 $ �, 7i $/J Jcv O.8'` °. 4. Manhole(Complete in Place) LS LS $ i 57 .10t'' $ / .9eC 'i'1) 3 5. Construction of Hard Edge LF 9913 $ Lr- 7 $ S{L�'3 -'' 6. Storm and Ground Water Control LS LS $ /7,.74 '°G$ i 7/7>.5 '`` 7. Sediment Trap LS LS $ 3 3 e-L - 3,3e6 ' c'c 8. 36'' R P (Complete in Place) LF 272 $ q Z,a c $ Z S 6Z5< ' °C — 9. Flap Ga (Cast Iron Frame& Cover) EA 1 $ ?.5 30. a '3 536 ' c-- 10. Intak Weir Wall, Concrete Walls, & Footings LS LS $ Z5�575'`"`$ Z.5�5-7�• `'-6 11. Slope Pavi SY 386 $ 133• $ JZ/ 739''e& • 12. Handrails LF 66 $ /.5" '"O $ q (eiG ' "-c 13. Turf Establishment Ac 8 $ c/rj,5 •L. c $ 1 `'i C - e c 14. 5'x 8' Box Culvert LF 900 $ Zlvs'�-c. $ Z.' SG� �r 15. Cross-over at Pipeline(Wingwalls and Footings) LS LS $ G&'`"$ l& ;CZ') 16. Articulated Concrete Block on Filter Fabric SY 110 $ 0•00 $ Q gtro • 17. E-Inlets EA 1 $ /%6-, op $ 1/ire � 18. Mod. Type B Inlets (Berm Inlets) EA 2 $ / -Ce' $ 1 19. 18" Corrugated Galvanized Steel Pipe LF 240 $ C,CC $ '2,6C - 20. 24" Corrugated Galvanized Steel Pipe LF 180 $ Zy—$ 5D `' t) 21. Crushed Concrete Fill CY 210 $ 3� $ �/ •' �v • 22. Rip-rap CY 75 $ b6,00 $ _ .`'� - 23. Box Culvert End Treatment at Both LS LS $ inlap' i't$ .`t O " f>4 Ends of Intake Structure / , i 1 TOTAL CONTRACT PRICE=$ �l� ) G J * Base bid allows off-site disposal of excavation at approved off-site locations of Contractor's choice. s _ Iti 5/Z‘t..--- f s Signature of Bidder I BID PROPOSAL r' (Submit in Duplicate) FOR .,;.: SWEC DETENTION BASIN AND CONTROL STRUCTURE X .. q B2001-063 ` - ALTERNATE BID NO. 1 (END TREATMENT ALTERNATIVE TO WINGWALLS Q CROSSOVER) -,:' ITEM ESTIMATED UNIT 4 NO. DESCRIPTION UNIT QUANTITY PRICE TOTAL 'c : ,1„ ADDED 1. Cross-over at Pipeline (Box Culvert End LS LS $ 51/670 $ 5z/67�' .'' Treatment Including Slope Paving, Walls, Beams, and Footings at Both Ends) _ t _ 01 ' 2. 5'x 8' Box Culvert Added LF 312 $ Z $ VL. '?I L ,_ (DEDUCTED) - 1. Cross-over at Pipeline (Wingwalls and Footings) LS LS $ /Cq .4 $ (It'll,3 ) 2. Crushed Concrete Fill at Wingwalls CY 135 $ 4ll3.56 $ ( 7Z' 7-� ,5Oi .7 //. / a ALT. NO. 1 NET ADD (RE#143EITI = $ ALTERNATE BID NO. 2 (OFF-SITE PLACEMENT OF EXCAVATION AT TRANQUILITY LAKES) 1. Haul and Spread Affir(Deduct) CY 248,888 $ /,' 1 $L zzif64t. ' , 2. Additional to Compact to 90% Add CY 248,888 $ 0;/0 $ / ! /3 Y 3. Extend 3 Outfalls Add LS LS $ 'Z& • $ 63�f Ca 6 C ' et ( log Z '''r ALT. NO. 2 NET =(DEDUCT) $ ti /<1 s'r ---- Signature of Bidder -5— 3.. REQUEST FOR CERTIFICATE OF EXEMPTION FROM TEXAS LIMITED SALES, EXCISE AND USE TAXES Date: —To: City of Pearland RE: SWEC Detention Basin and Control Structure (B2001-063) in the City of Pearland, Brazoria County, Texas The undersigned Contractor hereby requests.a gertificate of exemption from the Texas Limited Sales, Excise and CC' Use taxes in the amount of$ : x which is an amount not exceeding the contract price of all materials and other tangible persoial�1 -t property to be furnished in connection with the subject project. y The undersigned hereby represents that such materials and property have been or will be utilized in the performance of the contract to the fall extent of the amount for which such certificate of exemption is requested. The bid price of all material and tangible personal property included in the total bid is: $ 560 066 Bean Construction Co. (Contractor) This sheet is to be included with all proposals. r_ • ,W.B.Bean Signature of Bidder I I I I SECTION D - STANDARD FORM OF AGREEMENT BETWEEN OWNER AND CONTRACTOR AGREEMENT BETWEEN OWNER AND CONTRACTOR ON THE BASIS OF A STIPULATED PRICE 7�0Z THIS AGREEMENT is dated as of the T day of\-1 c1►'i C4 in the year-Met-by and between the City of Pearland. Texas (hereinaftercalled OWNER) and (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 fabrication as specified or indicated in the Contract Documents and Specifications. The Work is generally described as follows: Construction of "SWEC Detention Basin and Control Structure" according to this contract document and specifications. (Bid#2001 - 063). Article 2. ENGINEER. The Project has been designed by the City of Pearland Engineering Department, 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 150 calendar days from the date when the Contract Time commences to run as provided in the General and Special Conditions, and completed and ready for final payment in accordance with the General and Special Conditions. Contract time will commence to run 10 days after the date of the written Notice to Proceed if not otherwise agreed upon. 1 3.2. Liquidated Damages. OWNER and CONTRACTOR recognize that time is of the essence of this Agreement and that OWNER will suffer financial loss if the Work is not completed within the times specified 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 Dollars($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: Total Base Bid Amount = $Z j 0 SO)'3 l5 / BID ALTERNATE NO. 1 Add(Deduct) $ j rrr / PpuuAtLE BID ALTERNATE NO. 2 -A d(Deduct) $C 1 o4,, ZSe• 4-0 Final Payment Based on Actual Quantities, as supported by formal change orders. 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 in the General Conditions. 5.1. Progress Payments. OWNER shall make progress payments on account of the Contract Price on the basis of CONTRACTOR'S Applications for Payment as recommended by ENGINEER, on or about the 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. r2 r 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. 95% of Work completed. 95% of materials and equipment not incorporated in the Work (but delivered, 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 r 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 information or data are or will be required by CONTRACTOR for such purposes. 3 7.4. CONTRACTOR has reviewed and checked all information and data shown or indicated on the Contract Documents with respect to existing Underground Facilities at or contiguous to the site and assumes responsibility for the accurate location of said Underground Facilities. No additional examinations, investigations, explorations, tests, reports, studies or similar information or data in respect of said Underground Facilities are or will be required by CONTRACTOR in order to perform and furnish the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents. 7.5. CONTRACTOR has correlated the 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 discrepancies 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 4 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 titles SWEC DETENTION BASIN AND CONTROL STRUCTURE (BID #2001 -063 ), AND TRANQUILITY LAKES PROPOSED PARTIAL FILL PLAN,SHEETS 1 thru 5,- as listed and included therein. 4 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. 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) 5 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 (4X( ) 8j 23 Z OWNER : CONTRACTOR: City of Pearland, Texas �� Critic C. BY: BY: t, ) "6 — tity Manager President or Owner w ``'‘,a"ARLII��+�i • CORPORATF SI . \ [CORPORATE SEAL] ` lam/ Attes •''��'�"` • : Attest Ad. . for ling noti 144,,,10,00% Address for giving notices 3519 Liberty Drive 'O ,& MI/ Pearland, Texas 77581 5 l Gf 72( -7 7 s 7-LIc (If OWNER is a public body, License No. attach evidence of authority to sign and resolution or Agent for service of process: other documents authorizing execution of Agreement.) (If CONTRACTOR is a corporation, attach evidence of authority to sign.) 6 4.1 oak 4 i SECTION E - PERFORMANCE BOND vas Ala STATUTORY PERFORMANCE BOND PURSUANT TO CHAPTER 2253 OF THE TEXAS GOVERNMENT CODE (PUBLIC WORKS) BOND NO. 929231214 KNOW ALL MEN BY THESE PRESENTS, That BEAN CONSTRUCTION CO., 302 BRAND LANE, STAFFORD, TEXAS 77477 (hereinafter called the Principal), as Principal, and CONTINENTAL CASUALTY COMPANY, (hereinafter called the Surety), as Surety, are held and firmly bound unto THE CITY OF ▪ PEARLAND, 3519 LIBERTY DRIVE, PEARLAND, TEXAS 77581, (hereinafter called the Obligee), as Obligee, in the amount of ONE MILLION NINE HUNDRED FORTY-SIX THOUSAND SIX HUNDRED THIRTY-SIX AND 71/100 Dollars ($1,946,636.71), for the payment whereof said Principal and Surety bind ▪ themselves and their heirs, administrators, executors, successors and assigns, jointly and severally, firmly by these presents. HEREAS, the Principal has entered into a certain written contract with the Obligee, dated this�j may of\ vi,bt v , 2,©OZ, for SWEC DETENTION BASIN AND CONTROL STRUCTURE, B2001-063 .0 which contract hereby referred to and made a part hereof as fully and to the same extent as if copied at length P g herein. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform the work in accordance with the plans, specifications and contract documents, then this obligation shall be void; otherwise to remain in full force and effect. PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code and all liabilities on this bond shall be determined in accordance with the provisions, conditions and limitations of said Chapter to the same extent as if it were copied at length herein. IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this e-V day of )ecerrn— , boo I Attest: BEAN CONSTRUCTION CO. Principal BY: BY: 5u- 1'1'� n- ��- � �6c Tit Title _ Witness: CONTINENTAL CASUALTY COMPANY ety BY: //`� �f — �--- PhyRamirez Attorne 'n-Fact 111 SECTION F - PAYMENT BOND 1 � I STATUTORY PAYMENT BOND PURSUANT TO CHAPTER 2253 OF THE TEXAS GOVERNMENT CODE (PUBLIC WORKS) BOND NO. 929231214 KNOW ALL MEN BY THESE PRESENTS, That BEAN CONSTRUCTION CO., 302 BRAND LANE, r STAFFORD, TX 77477 (hereinafter called the Principal), as Principal, and CONTINENTAL CASUALTY COMPANY, (hereinafter called the Surety), as Surety, are held and firmly bound unto THE CITY OF PEARLAND, 3519 LIBERTY DRIVE, PEARLAND TEXAS 77581, (hereinafter called the Obligee), as Obligee, in the amount of ONE MILLION NINE HUNDRED FORTY-SIX THOUSAND SIX HUNDRED THIRTY-SIX AND 71/100 Dollars ($1,946,636.71), for the payment whereof said Principal and Surety bind themselves and their heirs, administrators, executors, successors and assigns, jointly and severally, firmly by these presents. WHEREAS, the P incipal has entered into a certain written contract with the Obligee, dated this da of t' , Z-, for SWEC DETENTION BASIN AND CONTROLy 3 which contract ' hereby referred to and made a part hereof as fully and to the same extent STRUCTURE,s f i d2a0tOle length PP herein. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall pay all claimants supplying labor and material to him or a subcontractor in the prosecution of the work provided for in said contract, then this obligation shall be void, otherwise to remain in full force and effect. PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code and all liabilities on this bond shall be determined in accordance with the provisions, conditions and limitations of said Chapter to the same extent as if it were copied at length herein. IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 2p p day of D CC be,✓ a coo 1 . MI Attest: BEAN CONSTRUCTION CO. J Principal r BY:1/ Z.�C.�W ryv, BY: /•( ,/c. -.. /Le.5 tle Title Witness: CONTINENTAL CASUALTY COMPANY Sur BY: K(2,: Phyl ' amirez Attorney-in act SECTION G - MAINTENANCE BOND MAINTENANCE BOND BOND NO. 929231214 STATE OF TEXAS § § KNOW ALL MEN BY THESE PRESENTS COUNTY OF BRAZORIA § THAT we BEAN CONSTRUCTION CO., as Principal hereinafter called "Contractor", and the other subscriber hereto CONTINENTAL CASUALTY COMPANY, as Surety, do hereby acknowledge ourselves to be held and firmly bound to THE CITY OF PEARLAND, TEXAS in the sum of ONE MILLION NINE HUNDRED FORTY-SIX THOUSAND SIX HUNDRED THIRTY-SIX AND 71/100 Dollars($1,946,636.71)for the payment of which sum well and truly to be made to THE CITY OF PEARLAND, TX and its successors and assigns jointly and severally. THE CONDITION OF THIS OBLIGATION IS SUCH THAT: WHEREAS, the Contractor has on or about this day executed a Contract in writing with THE CITY OF PEARLAND, TX for SWEC DETENTION BASIN AND CONTROL STRUCTURE IN THE CITY OF PEARLAND, IN BRAZORIA COUNTY, TEXAS, all of such work to be done as set out in full in said Contract Documents therein referred to and adopted by the Owner, all of which are made a part of this instrument as fully and completely as if set out in full herein. NOW THEREFORE, if said Contractor shall maintain and keep free from any defects in materials and workmanship and shall repair,replace and restore any and all such defects within one(1)year from and after the day of the completion and acceptance of the said work performed under the Contract, then this obligation shall become null and void; otherwise it shall be and remain in full force and effect. Notices required or permitted hereunder shall be in writing and shall be deemed delivered when actually received or, if earlier, on the third day following deposit in the United States Postal Service post office or receptacle, with proper postage affixed(certified mail, return receipt requested), addresses to the respective other party at the address prescribed in the Contract Documents, or at such other address as the receiving party may hereafter prescribe by written notice to the sending party. IN WITNESS THEREOF, the said Contractor and Surety have signed and sealed this instrument this a 0 day of DCCehv-)2ir ,20 Attest: BEAN CONSTRUCTION CO. Principal By:111aA;CWw u GGc �'�4 By: tom/ �— frie S Title Witness: CONTINENTAL CASUALTY COMPAY Surety 41 Y Phy Ramirez Attorney-in-Fa pramirez/1 yrmai nbond.doc. POWER OF ATTORNEY APPOINTING INDIVIDUAL ATTORNEY-IN-FACT BOND NO. 929231214 Know All Men By These Presents,That Continental Casualty Company, National Fire Insurance Company of Hartford, and American Casualty Company of Reading, Pennsylvania(herein called"the CNA Companies"),are duly organized and existing corporations having their principal offices in the City of Chicago,and State of Illinois,and that they do by virtue of the signatures and seals herein affixed hereby make, constitute and appoint Phyllis Ramirez, Janie Cermeno, Philip N. Bair,Vicie Coleman,Nancy Thomas,Jimmye Langford, Eric S. Feighl, Mildred L. Massey,Joyce A. Johnson, Individually of Houston,Texas their true and lawful Attorney(s)-in-Fact with full power and authority hereby conferred to sign,seal and execute for and on their behalf bonds, undertakings and other obligatory instruments of similar nature -- In Unlimited Amounts— and to bind them thereby as fully and to the same extent as if such instruments were signed by a duly authorized officer of their corporations and all the acts of said Attorney, pursuant to the authority hereby given is hereby ratified and confirmed. This Power of Attorney is made and executed pursuant to and by authority of the By-Law and Resolutions, printed on the reverse hereof,duly adopted,as indicated, by the Boards of Directors of the corporations. In Witness Whereof,the CNA Companies have caused these presents to be signed by their Vice President and their corporate seals to be hereto affixed on this 27th day of September,2001. GA -W WSUR o0 �l� �'��der „a�� Continental Casualty Company aPOMrp ' `r� aWT�n - National Fire Insurance Company of Hartford 144 ' a `q JUIY]I, American Casualty Company of Reading, Pennsylvania SEAL s e isoz ' 1897� cie HA11 • / d-`+4 /).4.„ Michael Gengler Group Vice President State of Illinois, County of Cook,ss: On this 27th day of September, 2001, before me personally came Michael Gengler to me known,who, being by me duly sworn,did depose and say:that he resides in the City of Chicago, State of Illinois;that he is a Group Vice President of Continental Casualty Company, National Fire Insurance Company of Hartford, and American Casualty Company of Reading, Pennsylvania described in and which executed the above instrument;that he knows the seals of said corporations;that the seals affixed to the said instrument are such corporate seals;that they were so affixed pursuant to authority given by the Boards of Directors of said corporations and that he signed his name thereto pursuant to like authority, and acknowledges same to be the act and deed of said corporations. e�T•. p+c • 6 W NOTARY�� j • Pia , PUBUC //co. My Commission Expires June 5,2004 Eileen T. Pachuta Notary Public CERTIFICATE I,Mary A. Ribikawskis,Assistant Secretary of Continental Casualty Company, National Fire Insurance Company of Hartford,and American Casualty Company of Reading, Pennsylvania do hereby certify that the Power of Attorney herein above set forth is still in force,and further certify that the By-Law and Resolution of the Board of Directors of the corporations printed on the reverse hereof is still in force. In testimony wWeof I have hereunto subscribed my name and affixed the seal of the said corporations this 4 C) day of I J Cc e Y1 -11.7...4/- , / t epoorukre GItl` tNSUR44t, �� Continental Casualty Company y „,..,T National Fire Insurance Company of Hartford jj a ��}/ S "r to 0t American Casualty/Company of Reading,Pennsylvania Z • . ��!/ i 44.JULY 31, aLI-72'4a l�C SEAL s- `.� t MU -Y Cie1897 NA1re • Mary A. Ribikawskis Assistant Secretary (Rev. 1/23/01) Authorizing By-Laws and Resolutions ADOPTED BY THE BOARD OF DIRECTORS OF CONTINENTAL CASUALTY COMPANY: This Power of Attorney is made and executed pursuant to and by authority of the following By-Law duly adopted by the Board of Directors of the Company. "Article IX—Execution of Documents Section 3.Appointment of Attorney-in-fact. The Chairman of the Board of Directors,the President or any Executive, Senior or Group Vice President may,from time to time, appoint by written certificates attorneys-in-fact to act in behalf of the Company in the execution of policies of insurance, bonds, undertakings and other obligatory instruments of like nature. Such attorneys-in-fact,subject to the limitations set forth in their respective certificates of authority, shall have full power to bind the Company by their signature and execution of any such instruments and to attach the seal of the Company thereto. The Chairman of the Board of Directors,the President or any Executive, Senior or Group Vice President or the Board of Directors, may, at any time, revoke all power and authority previously given to any attorney-in-fact." This Power of Attorney is signed and sealed by facsimile under and by the authority of the following Resolution adopted by the Board of Directors of the Company at a meeting duly called and held on the 17th day of February, 1993. "Resolved,that the signature of the President or any Executive, Senior or Group Vice President and the seal of the Company may be affixed by facsimile on any power of attorney granted pursuant to Section 3 of Article IX of the By-Laws,and the signature of the Secretary or an Assistant Secretary and the seal of the Company may be affixed by facsimile to any certificate of any such power and any power or certificate bearing such facsimile signature and seal shall be valid and binding on the Company.Any such power so executed and sealed and certified by certificate so executed and sealed shall,with respect to any bond or undertaking to which it is attached, continue to be valid and binding on the Company." ADOPTED BY THE BOARD OF DIRECTORS OF AMERICAN CASUALTY COMPANY OF READING, PENNSYLVANIA: This Power of Attorney is made and executed pursuant to and by authority of the following By-Law duly adopted by the Board of Directors of the Company. "Article VI—Execution of Obligations and Appointment of Attorney-in-Fact Section 2.Appointment of Attorney-in-fact. The Chairman of the Board of Directors,the President or any Executive,Senior or Group Vice President may,from time to time,appoint by written certificates attorneys-in-fact to act in behalf of the Company in the execution of policies of insurance, bonds,undertakings and other obligatory instruments of like nature. Such attorneys-in-fact,subject to the limitations set forth in their respective certificates of authority,shall have full power to bind the Company by their signature and execution of any such instruments and to attach the seal of the Company thereto.The President or any Executive, Senior or Group Vice President may at any time revoke all power and authority previously given to any attorney-in-fact." This Power of Attorney is signed and sealed by facsimile under and by the authority of the following Resolution adopted by the Board of Directors of the Company at a meeting duly called and held on the 17th day of February, 1993. "Resolved,that the signature of the President or any Executive,Senior or Group Vice President and the seal of the Company may be affixed by facsimile on any power of attorney granted pursuant to Section 2 of Article VI of the By-Laws,and the signature of the Secretary or an Assistant Secretary and the seal of the Company may be affixed by facsimile to any certificate of any such power and any power or certificate bearing such facsimile signature and seal shall be valid and binding on the Company.Any such power so executed and sealed and certified by certificate so executed and sealed shall,with respect to any bond or undertaking to which it is attached, continue to be valid and binding on the Company." ADOPTED BY THE BOARD OF DIRECTORS OF NATIONAL FIRE INSURANCE COMPANY OF HARTFORD: This Power of Attorney is made and executed pursuant to and by authority of the following Resolution duly adopted on February 17, 1993 by the Board of Directors of the Company. "RESOLVED:That the President,an Executive Vice President,or any Senior or Group Vice President of the Corporation may,from time to time,appoint, by written certificates,Attorneys-in-Fact to act in behalf of the Corporation in the execution of policies of insurance, bonds, undertakings and other obligatory instruments of like nature. Such Attorney-in-Fact,subject to the limitations set forth in their respective certificates of authority,shall have full power to bind the Corporation by their signature and execution of any such instrument and to attach the seal of the Corporation thereto.The President,an Executive Vice President,any Senior or Group Vice President or the Board of Directors may at any time revoke all power and authority previously given to any Attorney-in-Fact." This Power of Attorney is signed and sealed by facsimile under and by the authority of the following Resolution adopted by the Board of Directors of the Company at a meeting duly called and held on the 17th day of February, 1993. "RESOLVED:That the signature of the President,an Executive Vice President or any Senior or Group Vice President and the seal of the Corporation may be affixed by facsimile on any power of attorney granted pursuant to the Resolution adopted by this Board of Directors on February 17, 1993 and the signature of a Secretary or an Assistant Secretary and the seal of the Corporation may be affixed by facsimile to any certificate of any such power, and any power or certificate bearing such facsimile signature and seal shall be valid and binding on the Corporation.Any such power so executed and sealed and certified by certificate so executed and sealed,shall with respect to any bond or undertaking to which it is attached,continue to be valid and binding on the Corporation." State of Texas Claim Notice Endorsement To be attached to and form a part of Bond No. 929231214 . In accordance with Section 2253.021(f) of the Texas Government Code and Section 53.202(6) of the Texas Property Code any notice of claim to the named surety under this bond(s) should be sent to: r CNA Surety 333 South Wabash Chicago, IL 60604 Telephone: (312) 822-5000 I I I I I I V Form F6944 IMPORTANT NOTICE To obtain information or to make a complaint: You may contact the Texas Department of Insurance to Obtain information on Companies, coverages, rights or complaints at: 1-800-252-3439 You may write: TEXAS DEPARTMENT OF INSURANCE P. O. BOX 149104 AUSTIN, TEXAS 78714-9104 FAX#(512) 475-1771 ATTACH THIS NOTICE TO YOUR BOND. This notice is for information only and does not become a part or a condition of the attached document and is given to comply with Sections 2253.021(f) and 2253.048, Texas Government Code, and Section 53.202, Texas Property Code, effective September 1, 2001. PREMIUM OR CLAIM DISPUTES: Should you have a dispute concerning your premium or about a claim, you should contact John L. Wortham& Son, L.L.P. first. If the dispute is not resolved, you may contact the Texas Department of Insurance. • • ACORD J . � DATE(MM/DD/YY) :::.:.:S:Tr:.fi.?4.JSRC7..iF.viL.vSr..:..v«:.v:::.:::::.�.�:r�:.v..:..•......:..:................v...................:..:.....v.:.....v.. PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION JOHN L. WORTHAM & SON, L.L.P. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O. BOX 1388 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. HOUSTON, TEXAS 77251-1388 COMPANIES AFFORDING COVERAGE COMPANY 068056-00111-2002A-000026 DEB/JAP 1/1 A OLD REPUBLIC LLOYDS OF TEXAS INSURED COMPANY CITY OF PEARLAND AND ITS EMPLOYEES B C/O BEAN CONSTRUCTION COMPANY COMPANY P. 0. BOX 988 C STAFFORD TX 77497-0988 COMPANY • 1 THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD I INDICATED, NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS "" CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMITS LTR DATE(MM/DD/YYI DATE(MM/DD/YY) mu GENERAL LIABILITY GENERAL AGGREGATE S 1,000,000 COMMERCIAL GENERAL LIABILITY PRODUCTS-COMP/OP AGG S CLAIMS MADE X OCCUR PERSONAL&ADV INJURY S A X OWNER'S&CONTRACTOR'S PROT EACH OCCURRENCE S 1,000,000 FIRE DAMAGE(Any one fire) S MED EXP(Any one person) .m AUTOMOBILE LIABILITY ANY AUTO COMBINED SINGLE LIMIT S ALL OWNED AUTOS BODILY INJURY S SCHEDULED AUTOS (Per person) mos HIRED AUTOS BODILY INJURY S lI NON-OWNED AUTOS (Per accident) 1— PROPERTY DAMAGE b GARAGE LIABILITY AU it?ONLY-EA ACCIDENT S ANY AUTO OTHER THAN AUTO ONLY: EN EACH ACCIDENT S AGGREGATE S EXCESS LIABILITY EACH OCCURRENCE S UMBRELLA FORM AGGREGATE S u m OTHER THAN UMBRELLA FORM S WORKERS COMPENSATION AND STATUTORY LIMITS EMPLOYERS'LIABILITY • EACH ACCIDENT S THE PROPRIETOR/ INCL PARTNERS/EXECUTIVE DISEASE-POLICY LIMIT S OFFICERS ARE: EXCL DISEASE-EACH EMPLOYEE S OTHER DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/SPECIAL ITEMS PROJECT: SWEC DETENTION BASIN & CONTROL STRUCTURES, NO. B2001-063 CONTRACTOR: BEAN CONSTRUCTION COMPANY SHOULD ANY OF THE ABOVE DESCRIBED POUCIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL CITY OF PEARLAND AND ITS EMPLOYEES 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, o n C/O BEAN CONSTRUCTION COMPANY BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY P. 0. BOX 988 OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. STAFFORD TX 77497-0988 AUTHOR ED//REPRES NT T V {� I................................................................................................................. ohn......... ...........orEim, &Son,: / .. :::'..::.;:,::: 3> N..1 ' DATE IMM/DD/YYI A RD • PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION JOHN L. WORTHAM & SON, L.L.P. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O. BOX 1388 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. HOUSTON, TEXAS 77251-1388 COMPANIES AFFORDING COVERAGE COMPANY (800) 520-3075 068056-00000-2002A-000073 GAC/JAP 1/1 A OLD REPUBLIC LLOYDS OF TEXAS INSURED COMPANY (800) 520-3075 BEAN CONSTRUCTION COMPANY, INC. B OLD REPUBLIC INSURANCE COMPANY P. 0. BOX 988 COMPANY STAFFORD, TX 77497 C ... COMPANY I D . ...... ......:. THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD - INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO TYPE OF INSURANCE POUCY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMITS LTR DATE(MM/DD/YYI DATE(MWDD/YY) A GENERAL UABIUTY TCP 4465136-02 08/21/2001 08/21/2002 GENERAL AGGREGATE $ 2,000,000_ X COMMERCIAL GENERAL LIABILITY PRODUCTS-COMP/OP AGG $ 2,000,000 CLAIMS MADE X OCCUR PERSONAL&ADV INJURY $ 1,000,000 OWNER'S&CONTRACTOR'S PROT EACH OCCURRENCE $ 1,000,000 FIRE DAMAGE(Any one fire) $ 100,000 MED EXP(Any one person) $ 10,000 • B AUTOMOBILE LIABILITY BAA 1467255-02 08/21/2001 08/21/2002 ANY AUTO COMBINED SINGLE LIMIT $ 1,000,000 X ALL OWNED AUTOS - BODILY INJURY SCHEDULED AUTOS (Per person) X HIRED AUTOS BODILY INJURY $ X NON-OWNED AUTOS (Per accident) 1m PROPERTY DAMAGE $ GARAGE UABIUTY AUTO ONLY-EA ACCIDENT $ ANY AUTO • OTHER THAN AUTO ONLY: • PP EACH ACCIDENT $ AGGREGATE $ EXCESS UABIUTY EACH OCCURRENCE $ UMBRELLA FORM AGGREGATE $ OTHER THAN UMBRELLA FORM $ B WORKERS COMPENSATION AND WC 1467254-02. 08/21/2001 08/21/2002 X I STATUTORY LIMITS EMPLOYERS'UABIUTY EACH ACCIDENT $ 1,000,000 THE PROPRIETOR/ X INCL DISEASE-POLICY LIMIT $ 1,000,000 PARTNERS/EXECUTIVE OFFICERS ARE: EXCL DISEASE-EACH EMPLOYEE $ 1,000,000 OTHER DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/SPECIAL ITEMS PROJECT; SWEC DETENTION BASIN AND CONTROL STRUCTURE. SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL CITY OF PEARLAND 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, 3519 LIBERTY DR. BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR UABIUTY PEARLAND, TX 77581 OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. AUTHOR ED REPRES NT TI E n nn ohn. ......�..... .....ortham. Son, oC:oC.. SECTION H - LABOR CLASSIFICATION AND MINIMUM WAGE SCALE r 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 performed 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. es 2. Labor Classification and Minimum Waite Scale: General Decision Number TX990082 on labor classifications and wage scale is attached herein. lat IIN IND MO OP MD r WAIS Document Retrieval http://neptune.tedworid.Govtcgt-bi...46:_93S3-2-0-0&waisactlon=,. ..... GENERAL DECISION TX990082 03/12/99 TX82 General Decision Number TX990082 ri Superseded General Decisior. No. TX980082 State: TEXAS rConstruction Type: HEAVY T County(ies) : ' BRAZORIA HARRIS WALLER FORT BEND MATAGORDA WHARTON GALVESTON MONTGOMERY 1' FLOOD CONTROL AND WATER AND SEWER LINES, including: Breakwaters, Channels, Channel Cut-offs, Dikes, Drainage Projects, Flood Control Projects, Irrigation Projects, Jetties, Land Drainage Ir (not incidental to other construction) , Land Leveling (not incidental to other construction) , Land Reclamation, Levees, Pipelines, Ponds, Pumping Stations (prefabricated drop- in not building) , Revetments, Sewage Collection and Disposal Lines, Sewers (Sanitary, Storm, etc. ) , Shoreline Maintenance I! Water Mains and Water Supply Lines (not incidental to building) . Modification Number Publication Date 0 03/12/1999 • COUNTY(ies) : BRAZORIA HARRIS WALLER FORT BEND MATAGORDA WHARTON Ir GALVESTON MONTGOMERY SUTX2045A 03/26/1998 Ir Rates Fringes ASPHALT RAKER 8.28 ASPHALT SHOVELER 7.45 BATCHING PLANT WEIGHER 11.11 1 CARPENTER 10.35 CONCRETE FINISHER-PAVING 9.87 CONCRETE FINISHER-STRUCTURES 9.86 CONCRETE RUBBER 9.00 '.. ELECTRICIAN 16.15 I FLAGGER 6.66 FORM BUILDER(STRUCTURES) 9.96 FORM LINER-PAVING & CURB 9.03 I FORSETTER (PAVING/CURB) 8.86 FORM SETTER-STRUCTURES 9.05 LABORER-COMMON 7.45 LABORER-UTILITY 8.53 ram° LINEPERSON 7.50 iMANHOLE BUILDER (Brick) 8.49 MECHANIC 11.38 OILER 9.56 P. SERVICER 9.51 I PAINTER-STRUCTURES 14.00 PILEDRIVER 10.96 PIPE LAYER 8.49 If ASPHALT DISTRIBUTOR 9.47 ASPHALT PAVING MACHINE 10.05 BROOM OR SWEEPER OPERATOR 8.01 BULLDOZER 9.91 If CONCRETE CURING MACHINE 8.80 CONCRETE FINISHING MACHINE 11.79 II of 3 09/09/1999 2:36 P:" ',VMS Document Retrieval nttp:;ineomne.tedworld.govrcgi-bi...465293S3-2-0-o& %alsactlon=retrte, CONCRETE JOINT SEALER 10.50 CONCRETE PAVING FLOAT 9.30 CONCRETE PAVING SAW 1C.01 CONCRETE PAVING SPREADER 9.32 SLIPFORM MACHINE OPERATOR 9.20 CRANE, CLAMSHELL, BACKHOE, DERRICK, D'LINE, SHOVEL 11.35 CRUSHER/SCREENING PLANT 11.00 FOUNDATION DRILL OPERATOR, CRAWLER MOUNTED 12.59 FOUNDATION DRILL OPERATOR TRUCK MOUNTED 12.73 FRONT END LOADER 9.29 • MILLING MACHINE OPERATOR 10.43 MIXER 7 .94 MOTOR GRADER (FINE GRADE) 11.11 MOTOR GRADER 10.67 ' PAVEMENT MARKING MACHINE 7.45 ROLLER, STEEL WHEEL PLANT MIX PAVEMENTS 9.25 ROLLER, STEEL WHEEL OTHER a' FLATWHEEL OR TAMPING 7.61 ROLLER, PNEUMATIC, SELF PROPELLED 7.96 SCRAPER- 8 .69 TRACTOR-CRAWLER TYPE 10.12 TRACTOR-PNEUMATIC B.99 TRAVELING MIXER 9.35 TRENCHING MACHINE-LIGHT 10.50 TRENCHING MACHINE-HEAVY 13.56 WAGON-DRILL, BORING MACHINE 10.15 REINFORCING STEEL SETTER (PLAV:NG) 12.50 REINFORCING STEEL SETTER STRUCTURES 12.47 STEEL WORKER-STRUCTURAL 10.35 SIGN ERECTOR 10.06 SPREADER BOX OPERATOR 9.08 WORK ZONE BARRICADE 7.45 SIGN INSTALLER 7.45 TRUCK DRIVER-SINGLE AXLE LIGHT 8. 15 TRUCK DRIVER-SINGLE AXLE HEAVY 8.76 TRUCK DRIVER-TANDEM AXLE SEMI TRAILER 8.00 TRUCK DRIVER-LOWBOY/FLOAT 11.29 WELDER 10.43 Unlisted classifications needed for work not included within the scope of the classifications listed may be added after award only as provided in the labor standards contract clauses (29 CFR 5.5 (a) (1) (v) ) . WAGE DETERMINATION APPEALS PROCESS _ . ) 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 a 2 of 3 09/09/1999 2:36 PM `:\AIS Document Retrieval http:.'ineptune.fedworld.__ov;c_i-bi...-16:293S3-2-0-0.k aisactwn=rein:•, 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. ) 1r 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 of 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 11 2. ) If the answer to the question in 1. ) is yes, then an interested party (those affected by the action) can request review and reconsideration from the Wage and -our Administrator (See 29 CFR Part 1.8 and 29 CFR Part 7) . Write to: Wage and Hour Administrator U.S. Department of Labor 200 Constitution Avenue, N. W. 11 Washington., D. C. 20210 The request should be accompanied by a full statement of the interested party's position and by any information (wage payment V data, project description, area practice material, etc. ) that the requestor considers relevant to the issue. 3. ) If the decision of the Administrator is not favorable, an Ir interested party may appeal directly to the Administrative Review Board (formerly the Wage Appeals Board) . Write to: Administrative Review Board 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 DEC:SION • 1r V V I If 1r3 of 3 09/09/1999 2:36 P\ SECTION I - GENERAL AND SPECIAL CONDITIONS TABLE OF CONTENTS FOR GENERAL CONDITIONS OF AGREEMENT 1. DEFINITION OF TERMS 1.01 AGREEMENT GC-1 1.02 BID GC-1 1.03 BIDDER GC-1 1.04 CALENDAR DAY GC-1 1.05 CHANGE ORDER GC-1 1.06 CITY GC-1 1.07 CITY COUNCIL GC-1 1.08 CONTRACT GC-1 1.09 CONTRACT DOCUMENTS GC-1 1.10 CONTRACTOR GC-2 1.11 DRAWINGS GC-2 1.12 ENGINEER GC-2 1.13 EXTENDED DAY GC-2 1.14 INSPECTOR GC-2 1.15 LABORATORY GC-2 1.16 MAYOR GC-2 1.17 OWNER GC-2 1.18 PROJECT GC-2 T-1 Page 1 a a TABLE OF CONTENTS 1.19 SHOP DRAWINGS GC-2 1.20 PAYMENT BOND GC-2 1.21 PERFORMANCE BOND GC-2 1.22 PROPOSAL GC-3 1.23 PROPOSAL GUARANTY GC-3 1.24 SPECIFICATIONS GC-3 1.25 SUBCONTRACTOR GC-3 a 1.26 SUBSTANTIAL COMPLETION GC-3 1.27 SUPERINTENDENT GC-3 1.28 SURETY GC-3 1.29 STANDARD ABBREVIATIONS GC-3 1.30 WORK GC-4 1.31 EXTRA WORK GC-4 a 1.32 SUPPLEMENTAL AGREEMENT GC-4 a 2. AWARD AND EXECUTION OF CONTRACT 2.01 CONSIDERATION OF PROPOSALS GC-4 2.02 AWARD OF CONTRACT GC-4 2.03 RETURN OF PROPOSAL GUARANTIES GC-4 a2.04 EXECUTION OF CONTRACT, PERFORMANCE AND PAYMENT BONDS GC-4 2.05 FAILURE TO EXECUTE CONTRACT, PERFORMANCE AND PAYMENT BONDS GC-5 a 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 3.02 CHANGES AND ALTERATIONS GC-6 & 7 3.03 FINAL CLEANING UP GC-7 4. CONTROL OF THE WORK 4.01 AUTHORITY OF THE ENGINEER GC-7 4.01 DRAWINGS GC-7 4.03 COORDINATION OF SPECIFICATIONS AND DRAWINGS GC-8 ' 4.04 COOPERATION OF CONTRACTOR GC-8 4.05 CONSTRUCTION STAKES 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 5.03 INSPECTION AND TESTING OF EQUIPMENT AND DEFICIENT WORK GC-10 f 5.05 STORAGE OF MATERIALS GC-9 & 10 T-3 Page 3 a a TABLE OF CONTENTS 5.06 DEFECTIVE MATERIALS GC-10 6. LEGAL RELATIONS AND RESPONSIBILITIES a 6.01 LAWS TO BE OBSERVED GC-10 6.02 PERMITS AND LICENSES GC-10 6.03 SANITARY PROVISIONS GC-10 a 6.04 PATENTED DEVICES AND PROCESSES GC-10 a 6.05 RESPONSIBILITY FOR DAMAGE CLAIMS GC-10 6.06 CONTRACTOR'S RESPONSIBILITY FOR WORK GC-11 6.07 WAIVER OF LIEN 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-12 7.05 CONTRACT TIME GC-12 7.06 LIQUIDATED DAMAGES FOR FAILURE TO COMPLETE ' ON TIME GC-12 & 13 7.07 ABANDONMENT OF WORK OR DEFAULT OF CONTRACT GC-13 8. MEASUREMENT AND PAYMENT 8.01 MEASUREMENT OF QUANTITIES GC-13 8.02 SCOPE OF PAYMENT GC-13 T-4 Page 4 TABLE OF CONTENTS 8.03 ADJUSTMENT FOR CHANGES IN WORK GC-13 & 14 & 15 8.04 PARTIAL PAYMENTS GC-16 8.05 PAYMENT WITHHELD . . . GC-16 & 17 8.06 ACCEPTANCE AND FINAL PAYMENT GC-17 9. GUARANTEE 9.01 GUARANTEE GC-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. 1.02 BID. See Proposal. a 1.03 BIDDER An individual, firm, or corporation of any combination thereof submitting a proposal. 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 OWNER 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. a 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 a binding as if called for by all. In case of conflict between any of the Contract Documents, priority 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 performed 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 performance 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 as 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 as 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. 1.21 PERFORMANCE BOND. The security furnished by the Contractor and the Surety in the full amount of the Contract as a guaranty that the Contractor will faithfully perform the Ccntract and save harmless the Owner from all cost and damage which the Owner may suffer by reason of the Contractor's default or failure to do so. GC-2 Page 7 — a 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 a 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 forming a part of the Specifications. a 1.25 SUBCONTRACTOR The individual,firm,or corporation, having a direct contract with the Contractor, approved by the OWNER, for the performance 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 performance of this work covered by the Contract and payment of due and unpaid claims arising there under. 1.29 STANDARD ABBREVIATIONS. a A. ASTM. American Society for Testing Materials. B. AASHO. American Association of State Highway Officials. a 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. L. BPR. The United States Bureau of Public Roads. M. IMSA. International Municipal Signal Association. a N. ITE. Institute of Traffic Engineers. GC-2 Page 8 O. NBFU. National Board of Fire Underwriters. P. NEC. National Electrical Code (Published by NBFU.) Q. AWWA. 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 quality. 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 thirty (30) 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 not public opening and reading of the proposals. 2.04 EXECUTION OF CONTRACT PERFORMANCE AND PAYMENT/MAINTENANCE BONDS. Within fifteen(15) days after written notification of award of contract, the successful bidder shall execute and file with the City a Contract and Performance and 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 GC-3 Page 9 a a 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 a 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 LIMITS OF LIABILITY A. Workmen's Compensation Statutory B. Employer's Liability $500,000 C. Comprehensive General Liability 1. Bodily Injury $1,000,000 $1,000,000 ... Each person Each Occurrence 2. Property Damage $1,000,000 $1,000,000 Each Occurrence Aggregate a D. Comprehensive Automobile Liability 1. Bodily Injury $500,000 $500,000 GC-4 Page 10 S 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 $300,000 $500,000 Each person Each Occurrence 2. Property Damage $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: 1. This insurance shall be specific as to coverage and not considered as contributing .. insurance with any permanent 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. ,r 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 GC-5 Page 11 completion of the Work. It 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 decreased 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 percent(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. a 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 performance and rate of progress of the work, the interpretations of the specifications and drawings, and the acceptable fulfillment of the a 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. GC-6 Page 12 i 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 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 a facility for ascertaining whether or not the work as Performed 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 GC-7 Page 13 a 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 conforming 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 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 ASTM 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 determine 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 com- pliances 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 inform 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. GC-8 Page 14 5.05 STORAGE OF MATERIALS. Materials shall be stored so as to insure the preservation of their quality and fitness for the work. 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 from 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 comply,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 copyrighted,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 performed under the contract. 6.05 RESPONSIBILITY FOR DAMAGE CLAIMS. The Contractor shall save harmless 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, trademark, 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 GC-9 Page 15 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. 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 GC-10 Page 16 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 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, including 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 AMOUNT OF LIQUIDATED DAMAGES Less than$ 5,000.00 $ 60.00 per day $5,000.00 to 14,999.99 80.00 per day 15,000.00 to 24,999.99 100.00 per day 25,000.00 to 49,999.99 120.00 per day 50,000.00 to 99,999.99 160.00 per day 100,000.00 to 1,000,000.00 240.00 per day More than 1,000,000.00 500.00 per day The sum of money thus deducted for such delay, failure or no completion 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 GC-11 Page 17 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. 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, from 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, a 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 consequence 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 dis- covered on or before the final inspection and acceptance of the work. �• GC-12 Page 18 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. 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 under runs 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 performed 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. GC-13 Page 19 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 am 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 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 the time of use on the extra work. d. Power and consumable supplies for the operation of power equipment. e. Insurance and Social Security and old age and unemployment contributions. (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, GC-14 Page 20 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 ninety 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 Owner 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: a (a) unsatisfactory progress of the work not caused by conditions beyond the Contractor's control; a (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 I.)y or against the Contractor or reasonable evidence indicating probable filing of claims; GC-15 Page 21 a (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 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 there from, 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-16 Page 22 a TABLE OF CONTENTS FOR SPECIAL CONDITIONS 1. DEFINITION OF TERMS i 1.01 ENGINEER SC-1 1.02 SUBCONTRACTOR SC-1 2. AWARD AND EXECUTION OF CONTRACT 2.04 EXECUTION OF CONTRACT, (ETC) SC-1 s 4. CONTROL OF THE WORK 4.01 AUTHORITY OF THE ENGINEER SC-1 4.04 COOPERATION OF CONTRACTOR SC-1 4.05 CONSTRUCTION CONTROL. SC-1 a 6. LEGAL RELATIONS AND RESPONSIBILITIES 6.01 LAWS TO BE OBSERVED ADD REPRODUCED TEXT OF PREAMBLE AND 28 TAC §110.110 SC-1-13 7. PROSECUTION AND PROGRESS 7.01 SUBLETTING OR ASSIGNING OF CONTRACT SC-13 7.05 CONTRACT TIME. SC-13 • 7.06 LIQUIDATED DAMAGES SC-13 8. MEASUREMENT AND PAYMENT 8.01 MEASUREMENT OF QUANTITIES 8.02 ADJUSTMENT FOR CHANGES OF WORK 8.03 PARTIAL PAYMENT. . SC-13 T-1 Page 23 SPECIAL CONDITIONS 1.00 DEFINITION OF TERMS. 1.01 ENGINEER The City Engineer of the City of Pearland, Texas, or his authorized representatives. 1.02 SUBCONTRACTOR The individual, firm, or corporation, having a direct contract with the Contractor,acceptable to the OWNER, for the performance of a part of the work at the site of the work. 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 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 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 term "inspection" imply or mean "supervision." 4.04 COOPERATION OF CONTRACTOR. Five sets of drawing and three sets of specifications will be furnished to the Contractor. 4.05 CONSTRUCTION CONTROL. Horizontal and vertical control is based on a coordinate traverse and benchmark provided by Owner. 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 gos,ernmental 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) nqa SC-1 Page 24 - 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 that workers' compensation coverage is provided. Subsections (d)(8)(C) and (e)(8)(C) were added to require specific language regarding representations 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 record keeping process which will enable oversight of compliance. 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 obtain 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-.vhom 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 SC-2 Page 25 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. 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 governmental entity; 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 terminology 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 projects. Rule 110.110 - Reporting Requirements for Building or Construction Projects for Governmental Entities w (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 SC-2 Page 26 (including those subject to a coverage agreement) providing services on a project, for the duration of the project. a (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. w (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, form 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 Workers' 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 ■w 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 SC-3 Page 27 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: (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: (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; (5) 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 required to accommodate the specific SC-4 Page 28 document in 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. 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 Contractor 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 SC-5 Page 29 - coverage period, file a new certificate of coverage with the governmental entity showing that coverage has been extended. r 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. 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 project: SC-6 Page 30 (3) provide the contractor, prior to the end of the coverage period, a new certificate of coverage showing extension of coverage,if the coverage period shown on the current certificate of coverage ends during the duration of the project; (4) obtain from each other person with whom it contracts, and provide to the contractor: (a) a certificate of coverage, prior to the other person beginning work on the project; and (b) a new certificate of coverage showing extension of coverage, prior to the end of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (5) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (6) notify the 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 (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 SC-7 Page 31 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: (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; a (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: s (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 (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; a (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) 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 ^- SC-8 Page 32 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 WORKERS' COMPENSATION COVERAGE "The law requires that each person working on this site or providing services related to this construction project must be covered by workers' compensation insurance. This includes persons providing, hauling or delivering equipment or 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." (8) 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; (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 SC-9 Page 33 (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 whom 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: "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 information 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; — SC-10 Page 34 — (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; (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 SC-12 Page 35 a (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 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 provision of coverage of any person providing services on the project; and (H) contractually require each person with whom 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. (f) 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. (g) This rule is applicable for building or construction contracts advertised for bid by a governmental entity on or after September 1, 1994. a Effective Date: September 1, 1994 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 right, or interest therein, without the approval of the Owner. 7.02. PROSECUTION OF WOK. Prior to the start of the construction operations, the Contractor shall submit to the Engineer a schedule or brief outline of the manner of prosecuting the work that he intends to follow in order to complete the Contract. The Contractor shill notify a the Engineer at least 24 hours before the beginning of work at any point. a SC-13 Page 36 a 7.03 WORKMEN AND EQUIPMENT. All workmen employed by the Contractor shall have skill and experience as will enable them to perform properly the duties assigned to them. Also, the Contractor shall furnish suitable equipment, machinery and construction forces necessary for the proper prosecution of the work. 7.04 TEMPORARY SUSPENSION OF WORK. The Engineer will have the 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. The Contractor shall not suspend work without the written approval of the Engineer. 7.05 TIME ALLOTTED FOR COMPLETION. Time allotted for this project is 150 calendar days. Contract time allotted for completion of project shall begin 10 days after"Notice to Proceed" is delivered to CONTRACTOR. 7.06 CONTRACT TIME. All time worked on holidays and other than 7:30 AM - 4:30 PM Monday through Friday will be overtime hours. Contractor shall pay all inspection costs for overtime work by City personnel created by Contractor's choice to work 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/mud days. Based on the Alvin Weather Center records,the average annual rain days from June 1898 to December 1996 is 80 days calculated from all precipitation days of record, including trace amount days. Contractor is required to keep a record of rain/mud days at the site. Record of rain/mud 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 the Contract, Contractor will be credited only the number of accepted rain/mud days that exceed 40 rain/mud days (50% of recorded 80 days) per year, or any proportionate fraction thereof. Contractor shall be allowed extension time for each day the Contractor is unable to perform principal units of work for a period of not less than seven(7) hours between 7:00 AM and 6:00 PM due to rain or other weather related work stoppages. The Contractor shall notify the Owner in writing within ten (10) days of each such occurrence. Failure to make such written notification within such time shall constitute an irrevocable waiver of such extension by the Contractor. The Engineer shall determine whether an extension of time is justified, which determination shall be final. a a SC-14 Page 37 7.07 EXTENSION OF TIME. CONTRACTOR shall be allowed extension time for each day the CONTRACTOR is unable to perform principal units of work for a period of not less than i seven (7) hours between 7:00 a.m. and 6:00 p.m. due to rain or other weather related work stoppages. The CONTRACTOR shall notify the OWNER in writing within ten (10) days of each such occurrence. Failure to make such written notification within such time shall constitute an irrevocable waiver of such extension by the CONTRACTOR.The ENGINEER shall determine whether an extension-of time is justified, which determination shall be final. 7.08 LIQUIDATED DAMAGES.Time is of the essence of the contract,it being important that this public improvement be quickly completed. The CONTRACTOR and OWNER understand and agree that a breach of this contract as to completion on time will cause damage to the OWNER, but further agree that such damages cannot be accurately measured or that the ascertainment will be difficult.Therefore,the parties agree that for each and every calendar day the work or any portion thereof shall remain uncompleted after the expiration of the time limit set in the contract or as extended by the City Council, the CONTRACTOR shall pay, as liquidated damage-amount of$500.00 per day. The OWNER shall have the right to deduct and withhold the amount of any and all such damages from any monies owing by it to said CONTRACTOR of the OWNER may recover such amount from the CONTRACTOR and the sureties on his bond; all of such remedies shall be cumulative and the OWNER shall not be required to elect any one nor be deemed to have made an election by proceeding to enforce any one remedy. 8.00 MEASUREMENT AND PAYMENT 8.01 MEASUREMENT OF QUANTITIES. All work completed under this contract will be measured by the Engineer. 8.02 ADJUSTMENT FOR CHANGES OF WORK. No changes in the work shall be made without the written approval of the Owner. 8.04 PARTIAL PAYMENT. Retainage shall be five percent (5%) of amount due until after substantial completion of the work. The retainage shall be reduced to two and a half percent (2.5%) at substantial completion and will remain until after the completion and acceptance of the entire work. SC-15 Page 38 SECTION J - TECHNICAL SPECIFICATIONS ITEM 1 CLEARING AND GRUBBING ITEM 2 SILT FENCES ITEM 3 CONTROL OF WATER ITEM 4 EARTHWORK ITEM 5 EMBANKMENT ITEM 6 CEMENT STABILIZED SAND ITEM 7 GEOTEXTILES ITEM 8 RIP-RAP INSTALLATION ITEM 9 INTERLOCKING ARTICULATING BLOCK ITEM 10 TURF ESTABLISHMENT ITEM 11 CAST-IN-PLACE CONCRETE ITEM 12 INSTALLATION OF PRECAST CONCRETE MANHOLE, 5'x 8' BOX CULVERT, REINFORCED CONCRETE PIPE, FLAP GATE AND HANDRAIL ITEM 13 CONCRETE MANHOLE AND ACCESSORIES ITEM 1 CLEARING AND GRUBBING General Clearing and grubbing consists of removal and disposal of stumps, brush, roots, vegetation, logs, rubbish, designated trees and other objectionable matter from the project area to be excavated and/or filled. Clearing Clearing shall consist of removal and satisfactory disposal of stumps, roots, rubbish or other objectionable matter from the project area. Grubbing Grubbing shall consist of complete uprooting, removal, and satisfactory disposal of trees and shrubs that are removed. Protect all trees left within the project area that are not designated for removal. ALL ROOTS AND LIMBS GREATER THAN 11/2 INCH DIAMETER SHALL BE REMOVED AND DISPOSED OFF-SITE. Preservation Trees removal should be conducted in a manner that will not harm surrounding trees or their roots. Take special care not to damage other seedlings and trees not designated for removal and any trees outside the limits of construction. Removing Material Unless otherwise specified, cleared and grubbed material becomes property of the Contractor, to be removed from the work site or disposed of in a manner not to damage the Owner. Burning of cleared and grubbed material on the Owner's property is not permitted unless Contractor receives prior written permission from the Owner. a Measurement and Payment Costs for clearing and grubbing operations defined shall be included in the unit price bid for those items defined in the Bid Proposal. END OF SECTION ITEM 2 SILT FENCES GENERAL A. Section includes requirements for silts fences for control of erosion and sedimentation from construction activities. MEASUREMENT AND PAYMENT A. Payment is incidental to works paid elsewhere in the Bid Proposal. REFERENCES A. ASTM D3786 - Test Method for Hydraulic Bursting Strength of Knitted Goods and Nonwoven Fabrics: Diaphragm Bursting Strength Tester Method. B. ASTM D4354 - Standard Practice of Sampling of Geosynthetics for Testing. C. ASTM D4355 - Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet Light and Water (Xenon-Arc Type Apparatus). D. ASTM D4632 - Test Method for Grab Breaking Load and Elongation of Geotextiles E. ASTM D4751 - Test Method for Determining Apparent Opening Size of Geotextile. SUBMITTALS A. Submit catalog data (cut sheets) and mill certificate for the geotextile and welded wire fabric to be used. GEOTEXTILE FILTER FABRIC A. The geotextile fabric shall be a woven monofilament or a nonwoven needle punched geotextile. B. The geotextile fabric shall be non-biodegradable and resistant to commonly encountered soil chemicals, mildew, rot and insects. C. Geotextile Properties The geotextile used shall equal or exceed the stated property values listed below. ASTM Test Property Test Unit Value UV Stability D4355 % 70 (3) Mullen Burst Strength D3786 psi 200 (1) Grab Tensile Strength D4632 lbs 100 (1) Apparent Opening Size (AOS) D4751 (4) 20-50 NOTES: (1) Minimum, both directions. All numerical values represent minimum average roll value(i.e., test results from any sampled roll in a lot shall meet or exceed the minimum values in the table). Lot sampled according ASTM D4354. (2) The AOS shall not be less than 0.3 min (U.S. Standard Sieve No. 50). (3) Minimum (4) U.S. Standard Sieve WOVEN WIRE FABRIC A. Woven wire shall be galvanized 2"x4"welded wire fabric, 12-l/2 gauge with a minimum 1.25 lbs. Per linear foot. INSTALLATION 1. Provide erosion and sedimentation control fences at locations shown on Plans or as directed by the Owner. 2. Wooden stakes and steel posts shall be installed at a slight angle toward the source of anticipated runoff. Silt fences shall be installed in such a manner that surface runoff will percolate through the system in sheet flow fashion and allow sediment to be retained and accumulated. 3. Trench in the toe of the geotextile fabric so that the downward face of the trench is flat and perpendicular to the direction of flow or for V-trench configuration as shown on the Plans. Lay filter fabric along the edges of the trench. Backfill and compact trench. 4. The-geotextile fabric shall be provided in continuous rolls and cut to the length of the silt fence to minimize the use of joints. When the joints are necessary, the fabric shall be spliced together only at a support post with a minimum 6 inch overlap and sealed securely. a UNREINFORCED FENCE A Attach the geotextile filter fabric to 1 inch by 2 inch wooden stakes at 3 feet apart and embedded a minimum of 1 foot. REINFORCED FENCE 1. Attach a woven wire fabric to steel fence posts spaced 6 feet apart and embedded a minimum of 1 foot. Maximum spacing of 8 feet is allowed if posts are made of hot rolled steel, at least 4 feet long with Tee or Y-bar sections with the surface painted or galvanized. Provide safety caps on top of metal posts. Securely fasten filter fabric to the woven wire fabric with tie wires. MAINTENANCE 1. Inspect silt fences after each rainfall, daily during periods of daily rainfall and at a minimum, once a week. Repair and/or replace any component of silt fence which becomes defective from intended use. Remove sediment deposits when silt reaches one-third the height of the fence in depth. 2. Maintain all silt fences until a permanent turf has been established. Remove silt fences promptly when directed by Owner. DAMAGED MATERIAL a 1. Damages to silt fences shall be repaired immediately. END OF SECTION a a a a 3 ITEM 3 CONTROL OF WATER GENERAL A. Section includes requirements for the control of water. MEASUREMENT AND PAYMENT A. Where there is not a separate item listed for work for this Section, no separate measurement and payment is made. Include cost for work under this Section in the related item listed on the Bid Proposal. B. Measurement and payment is as noted in the Bid Proposal. EXECUTION A. Select the means, methods and techniques to control ground water and surface water. B. Maintain the work reasonably free of water. Control shall be accomplished in a manner that will preserve the strength of the subgrade and backfill, not cause instability of slopes, and not result in damage to existing facilities. •• C. Lower the ground water in advance of excavation, utilizing wells, well points or similar methods, where necessary. 1. Open pumping with sumps and ditches, if it results in boils, loss of fines, softening of the ground or instability of slopes, will not be permitted. 2. Well and well points shall be installed with suitable screens and filters so that continuous pumping of fines does not occur. 3. The discharge shall be arranged to facilitate collection of samples by the Owner and to prevent erosion at the outfall. D. Water control facilities shall be removed and channel area restored to a condition satisfactory to the Owner, after the work is completed. E. Temporary settlement basin(s) shall be provided between pumps and point of final discharge. REPAIRS A. Repair and replace damage by water at no cost to the Owner. END OF SECTION ITEM 4 EARTHWORK GENERAL This section covers all required excavation, hauling and disposing excavated material and related work. The area that requires excavation are the basin and the shape of the channel as shown in the construction drawings. The boundaries of the staked line, top of the high bank, hard edge, and the toe of cut shall be verified before excavation. All of these excess excavated materials shall be hauled off-site to an approved site and placed in an approved manner in accordance with the drawings. EQUIPMENT The Contractor may use equipment necessary to properly complete the area required for excavation and for hauling this excavated soil to a site or sites approved by the City Engineer. PROTECTION OF EXISTING STRUCTURES The contractor must protect all existing site and structures from damage affected by this excavating and hauling operations. FINISH All constructed excavation and embankment slopes shall be smooth graded and then processed to a raked or harrowed horizontally striated slope, true to the slopes called on the drawings. TOPSOIL All topsoil shall be stored and placed to a 4" depth on the finished excavation or embankment slopes before final finishing to a lightly raked horizontally striated slope. PERMITS All excavated material placed on land outside the Project Area and within the City Limits of Pearland require a no-cost Development Permit from the City Floodplain Administrator. MEASUREMENT AND PAYMENT All excavated, hauled, and placed material shall be paid per cubic yard measured by average end area of site to be excavated, and shall include all equipment, materials, supervision, labor, and all other incidentals required to complete this work in a satisfactory manner. Existing ground elevations on the drawings are from aerial mapping, but will be surveyed on the ground for purposes of measuring excavated quantities. END OF SECTION ITEM 5 EMBANKMENT GENERAL Embankment construction consists of placing and compacting approved material to the required lines, grade, slope and cross-sections as shown in the construction drawings. The area that requires embankment construction are shown in the drawings. EQUIPMENT AND MATERIAL The Contractor may use equipment and materials necessary to properly complete the area required for compacted fill construction. Use excavated material from the pond, free from vegetation, roots and debris, to construct onsite berm and offsite disposal areas. All offsite disposal areas must be acceptable to the Engineer. A. Construction Method Place compacted fill on properly cleared and prepared areas as per clearing and grubbing section of this contract. Scarify or roughen areas receiving compacted fill to produce a good bond with the fill lift. Construct fills in successive horizontal layers, extending across the entire area. Each layer of fill shall be no more than 12" and uniform as to material, moisture and density before compaction. Shape and compact the filled area by blading, rolling, and sprinkling with approved equipment. Use mechanical tamps in inaccessible areas. Minimum compaction shall be to 90% Standard Proctor maximum density. MEASUREMENT AND PAYMENT Cost of all embankment shall be included in amount bid for Excavation. END OF SECTION ITEM 6 CEMENT STABILIZED SAND GENERAL 1. Section includes requirements for cement stabilized sand for backfill and bedding and for free formed structures. MEASUREMENT AND PAYMENT A. When there is not a separate item listed for work of this Section, no separate measurement and payment is made. Include cost for work under this Section in the related unit price work. 2. Measurement and Payment is as noted on the Bid Proposal. SUBMITTALS 1. Submit proposed design mix and test data for sand-cement mixture. DESIGN REQUIREMENTS 1. Backfill and Bedding: Design sand-cement mixture to produce a minimum unconfined compressive strength of 100 pounds per square inch in 48 hours when compacted to 95 percent in accordance with ASTM D 698. Mix shall contain a minimum of 1-1/2 sacks of cement per cubic yard. 2. Free Formed Structures: Design sand-cement mixture to produce a minimum unconfined compressive strength of 200 pounds per square inch in 48 hours when compacted to 95 percent in accordance with ASTM D 698. Mix shall contain a minimum of 1-1/2 sacks of cement per cubic yard. 1 MATERIALS 1. Cement: Type 1 Portland cement conforming to ASTM C 150. 2. Sand: Clean, durable sand meeting grading requirements for fine aggregates of ASTM C 33, and the following requirements: 1. Classified as SW, SP, of SM by the United Soil Classification System of ASTM D 2487. 2. Deleterious materials: 1. Clay lumps, ASTM C 142., less than 0.5 percent. 2 Lightweight pieces, ASTM C 123; less than 5.0 percent. 3. Organic impurities, ASTM C 40; color no darker than the standard color. 4. Plasticity index of 4 or less when tested in accordance with ASTM D 4318. 3. Water: Portable water, free of oils, acids, alkalies, organic matter or other deleterious substances, meeting requirements of ASTM C 94. MIXING MATERIALS i. 1. Add required amount of water and mix it thoroughly in a pugmill-type mixer. 2. Stamp batch ticket at plant with time of loading. Material not placed and compacted within 4 hours after mixing shall be rejected. PLACING 1. Place sand-cement mixture in 8-inch-thick loose lifts and compact to 95 percent of ASTM D 558, unless otherwise specified. The moisture content during compaction shall be on the dry side of optimum but sufficient for hydration. Perform and complete compaction of sand- cement mixture within 4 hours after addition of water to mix at the plant. 2. Do not place or compact sand-cement mixture in standing or free water. w ACCEPTANCE 1. The delivered cement stabilized sand shall produce the minimum unconfined compressive strength as specified in 48 hours when compacted to 95 percent of ASTM D 558, without additional moisture control. Molding, curing and compression testing shall be in accordance with ASTM D 1633, Method A. END OF SECTION I ITEM 7 GEOTEXTILES GENERAL 1. Section includes the requirements for furnishing geotextiles used for separation and filter applications. MEASUREMENT AND PAYMENT 1. Measurement and payment for geotextiles shall be incidental to related Bid Proposal items. �• GEOTEXTILE DELIVERY, STORAGE AND HANDLING 1. Keep the material stored away from the sun and elements. SUBMITTALS Submit catalog data(cut sheets)for the geotextile to be used. On tables, clearly indicate the material to be used on this project. i MATERIALS 1. Provide Class 1 filter fabric of nonwoven needle-punched geotextile. 401 Provide geotextile fibers consisting of long chain synthetic polymers, composed of at least 85 percent by weight polyester, polyamide, polypropylene, or polyethylene materials. Material shall be non-biodegradable and resistant to commonly encountered soil chemicals, mildew, rot, and insects. 3. Geotextile Properties: Geotextile shall equal or exceed the stated property values listed below. TEST ASTM PROPERTY TEST UNIT VALUE Mullen Burst Strength D3786 psi 320 (1) UV Stability (150 hrs) D4355 percent 70 (2) Permeability (k) D4491 cm/sec 10 (2) Trapezoid Tear D4533 lbs. 50 (1) Grab Tensile Strength D4632 lbs. 200 (1) Grab Elongation D4632 percent 15 (1) Apparent Opening Size (AOS) D4751 (3) 50 (4) Puncture Strength D4833 lbs. 80 (2) Notes: (1) Minimum, both directions. Numerical values represent minimum average roll value (i.e., test results from any sampled roll in a lot shall meet or exceed the minimum values in the table.) Lot sampled according to ASTM D4354. (2) Minimum. (3) U.S. Standard Sieve. (4) The AOS shall be less than 0.3 mm (U.S. Standard Sieve No. 50). a GRADE PREPARATION 1. Trim and dress side slopes and bottom to proper lines and grade prior to placing geotextile. 2. Obtain the Owner's inspection and approval of the prepared section prior to placing the geotextile. 2 GEOTEXTILE INSTALLATION 1. Cover geotextiles within 7 calendar days to minimize sun damage. 2. Place each geotextile strip perpendicular to the channel flow. 3. Overlap sheets a minimum of 2 feet in dry conditions and 3 feet for installations under water. 4. Place geotextile strips from the downstream direction to upstream. The successive geotextile sheets shall be overlapped in such a manner that the upstream sheet is placed over the downstream sheet and/or the upslope over down slope. 5. In underwater applications, the geotextile and required thickness of erosion control material shall be placed the same day. 6. Unless otherwise shown on the Plans, toe-in all edges of the geotextile in a 18-inch deep by 18-inch wide trench. Geotextile is to extend down one wall and across the bottom of the trench. Backfill the trench with soil, limestone bedding material or small riprap blocks. 7. Where required by field conditions, the Contractor shall nail or pin the geotextile, as recommended by the manufacturer. The entire installed geotextile sheet shall be in close, intimate contact with the earth surface below. 8. Repair of damaged areas, if approved by the Owner, shall have a geotextile patch placed over the area and extended a minimum of 3 feet beyond the perimeter of the tear and/or damage. END OF SECTION ITEM 8 RIPRAP INSTALLATION a GENERAL 1. Section includes requirements for furnishing concrete or stone riprap. MEASUREMENT AND PAYMENT 1. Measurement and payment is as noted on the Bid Proposal. Measurement will be by measurement in place, average RIPRAP DELIVERY, STORAGE AND HANDLING 1. Keep the storage area clean, firm, smooth and well drained in order that the riprap can be recovered free from dirt and other foreign matter. 2. Stockpile and handle material so as to not cause undue segregation of particle sizes either in the stockpile, or while loading, hauling and handling. a RIPRAP 1. Provide riprap consisting of broken concrete or stone blocks. Provide riprap which is dense, durable and hard material free from cracks, seams and other defects which would increase deterioration from handling and natural causes. 2. Block Shape and Dimensions 1. Provide riprap blocks in cubic form, rather than elongated (flat) shapes. 2. The minimum thickness of each block shall be 6 inches. 3. No more than 25 percent of the clocks may have a length greater than 2-1/2 times the width or thickness. No length of block shall exceed 3 times the width or thickness. 3. Provide riprap well graded and conforming to tables attached to the Section. 4. Do not provide spalls, fragments and chips exceeding 5 percent by weight. The dimension and shape limitations do not apply to this portion of the riprap. a 5. Where broken concrete is used, cut exposed metal, including rebar and wire mesh, flush with the surface of the block prior to placing the riprap. a 1 GRADE PREPARATION 1. Trim and dress the channel bottom and side slopes to proper lines and grade prior to placing riprap. 2. The Owner will inspect prepared section prior to the placement of concrete. RIPRAP PLACEMENT 1. Riprap shall meet the gradation and quality requirements prior to placement. 2. Place the riprap on geotextile fabric to the slopes, lines, and grades as shown on the Plans, to establish a well-graded mass of riprap without voids. 3. Install riprap mat to thickness as shown on the Plans, with particle sizes as shown on the gradation tables. 4. Place the riprap in one-course (lift) in the channel bottom, then up the channel side slopes. Place the riprap carefully in such a manner to avoid displacement or damage to the prepared surface or geotextile. Place riprap in such a manner to avoid segregation of particle sizes. Place riprap as close to final position as feasible. 5. Place the riprap blocks in close contact, well-graded and free from pockets of small stones or clusters of large stones. Elongated riprap blocks shall be well distributed throughout the riprap mat. Individual oversized blocks is not permitted. These shall be broken to specified size or removed and replaced with riprap within the gradation limits. Surface irregularities shall be minimal. 6. Avoid dropping riprap from such a height to cause breakage or to damage the geotextile fabric. 7. Prevent mixture or incorporation of dirt or other materials with the riprap during placing operation. 8. Placing of riprap by any method, machine or hand, will be permitted as long as specified requirements are obtained. 9. Fill spaces between larger riprap blocks with spalls and smaller blocks of the largest feasible size to Zorm a compact mass. Do not place spalls and small blocks in place of larger size blocks. TABLE 1 RIPRAP GRADUATION No. 1 Stone Weight Volume Cubic Shape Spherical Shape Percent Lbs. Cubic Ft. (2) Ft. (Each Side) Ft. (Diameter) Lighter Lower Upper Lower Upper Lower Upper Lower Upper 100 180 265 1.20 1.77 1.06 1.21 1.31 1.50 50 80 110 0.53 0.73 0.81 0.90 1.01 1.12 15 40 60 0.27 0.40 0.64 0.74 0.80 0.91 Notes: 1. The theoretical cube and sphere size is presented for guidance only. 2. Paragraph 19.04 shall control riprap shape and dimensions. 3. Volume is based on 150 pcf, unit weight an 18-inch thick riprap mat is noted on the plans. 4. Provide an 18-inch thick mat, minimum, for Riprap Graduation No. 1. END OF SECTION On ON ON aND *' 3 ITEM 9 INTERLOCKING ARTICULATING CONCRETE BLOCKS 1 . Description. This Item shall govern for dry cast concrete interlocking concrete blocks and geotextile fabric underlayments to provide an erosion control matrix manufactured and installed according to these specifications and to the dimensions on the plans . 2 . Materials . (1) Interlocking Articulating Concrete Blocks . The Interlocking Articulating Concrete Blocks shall be multi-directional, positive, and interlocking type. When installed, the interlocked grid matrix shall exhibit the ability to expand and contract . Materials shall be "Channel lock" or approved equal . The individual grid blocks shall consist of a homogeneous mass of consolidated concrete and shall be machine-made by a vibration and compression process, and composed of approved aggregates with a no-slump concrete mix. The mix water used shams be clean, fresh, free from oil, acids, soluble salts and organic impurities . Cement shall conform to ASTM C150 requirements (Portland Cement) . Test procedures shall conform to ASTM C-140 . Aggregates shall conform to ASTM C33 . When potentially reactive aggregates are used, 25 to 35 percent of the cement shall be replaced with a Class F fly ash meeting the requirements of Departmental Material Specification DMS-8900; or 50 percent of the cement shall be replaced with Grade 100 or Grade 120 GGBF slag meeting the requirements of ASTM C 989 . Type II cement shall be used in sulfate and/or salt-water environments as determined by the Engineer . The manufacturer of the Interlocking Articulating Concrete Blocks shall furnish the system' s Hydraulic Stability Test Report that complies with the test procedures under Federal Highway Guideline Report FHWA-RD-88-181 or FHWA-RD-89-199 to determine the system' s critical shear stress value . Anchoring devices such as, Helix Anchors, Duckbill Anchors, Shear Pins, Cables, etc. , used in the 0 hydraulic stability test procedure shall be installed in the field in accordance with the manner in which they were used during the hydraulic stability testing. The minimum weight of any component within the Interlocking Articulating Concrete Block Revetment System shall not be less than the system' s weight per square foot of coverage. Where full units cannot be placed, the void areas shall be filled with grout. Page 1 of 4 The Interlocking Articulating Concrete Block Revetment System shall exhibit a capacity to withstand the specified hydraulic data and physical application dimensions as shown on the plans, with a factor of safety of not less than 1 . 5. The Factor of Safety calculations shall be in accordance with Hydraulic Engineering Circular 23, FHWA HI-97-030 HEC 23, Bridge Scour and • • Stream Instability Countermeasures . The Interlocking Articulating Concrete Blocks shall meet the following physical characteristics requirements : Compressive Strength (min) 4000 lbs/sq. inch ASTM C140 - 28 days Water Absorption (ma) 7 ' ASTM C140 Specific Weight (min) 130 lbs . /cubic ft . ASTM C140 Minimum Critical 12-lbs . /sq. ft. Shear Stress Minimum Unit Coverage 1 . 0 per Sq. Ft . Percentage Open Area* as shown on the plans *Open area determined at top and bottom of block (2) Filter Fabric Underlayment . The filter fabric shall be of the type and quality recommended by the manufacturer based on • particle size and distribution in accordance with ASTM C 422 for the specific site soil conditions as shown on the plans . The filter fabric shall be a continuous sheet of woven or non-woven geotextile fabric and shall consist of long chain polymeric filaments or yarns such as polypropylene, polyethylene, polyester, polyamide, or polyvinylidene-chloride formed into a stable network such that the filaments or yarns retain their relative position to each other. The Filter Fabric shall be inert to chemicals commonly encountered in natural water and soil conditions . When woven Filter Fabric is used, the side edges of the Filter Fabric panels shall be salvaged or otherwise finished as to prevent filaments from pulling away from the edges . During all periods of shipment and storage, the Filter Fabric shall be protected from direct sunlight, ultraviolet rays and temperatures greater than 140 F. , and kept in its protective covering. If the Filter Fabric protective covering is damaged or removed, the Filter Fabric shall be immediately covered with an opaque tarp or moved to an indoor storage facility. es At the time of installation, Filter Fabric shall be rejected, as determined by the Engineer, if it has been removed from its protective cover for over 72 hours, or has defects, tears, punctures or shows deterioration or damage incurred during manufacture, transportation or storage. Page 2 of 4 PP 3 . Construction Methods . (1) Earthwork. Construction Methods . Areas on which Filter Fabric and Interlocking Articulating Concrete Blocks are to be placed shall be constructed to the lines and grades as shown on the plans . Where such areas are below the allowable grade they shall be brought to grade by placing layers not to exceed eight (8) inches of selected material and compacted. The depth of layers and amount of compaction shall be as required to obtain a density • equal to the adjoining undisturbed soil, or as specified by the Engineer . All obstructions, such as but not limited to, roots, lumps and projecting stones larger than one (1) inch, shall be removed; and soft or low-density pockets of material shall be removed with the resulting void to be filled with select, compacted material . Compaction shall not be less than 90 percent • density as determined by Test Method Tex-114-B. The finished sub-grade shall be constructed to exhibit a raked, rolled or otherwise smooth planar profile within a zero (0) to +1 . 0 inch tolerance within a ten (10) foot straightedge from established sub-grade elevation as shown on the plans or as approved by the Engineer. • Immediately prior to placing the Filter Fabric and Interlocking Articulating Concrete Blocks, the prepared area shall be inspected by the Engineer and no Filter Fabric or Grids shall be placed thereon until that area has been approved by the Engineer. (2) Placement of Filter Fabric. Filter Fabric shall be placed directly on the prepared area. Longitudinal and transverse joints shall be overlapped at least two (2) feet . Securing staples, as needed, shall be inserted through both strips of overlapped fabric along one ( 1) line through the midpoint of the overlap as needed to temporarily hold the Filter Fabric panels in place until the Interlocking Articulating Concrete Blocks can be placed. No more than 200 linear feet of Filter Fabric shall be laid before covering with the Interlocking Articulating Concrete Blocks . Filter Fabric installed more ow than two (2) days not covered by blocks shall be lifted and the surface of the slope inspected for slope defects . The Engineer will require uncovered Filter Fabric to be lifted after heavy rainfall to inspect for slope damage . The Filter Fabric panels shall be placed so that the upstream strip of Filter Fabric will overlap the downstream strip. Each securing staple shall be pushed through the fabric until it bears against the fabric and secures it firmly to the ground. Page 3 of 4 (3) Placement of Interlocking Articulating Concrete Blocks . The Interlocking Articulating Concrete Blocks shall be placed individually on the Filter Fabric in such a manner as to produce a continually interlocking surface free from field seams and non-interlocked connections except as approved by the Engineer, or as shown on the plans . Interlocking Articulating Concrete Blocks shall be constructed to the r specified lines and grades shown on the plans . Final acceptance and approval of the installation shall be made by the Engineer. The voids of the Interlocking Articulating Concrete Blocks shall be filled with topsoil, seed and fertilized. Prior to topsoil placement, concrete blocks shall be inspected for damage. Individual concrete blocks which are cracked and reduced to individual block weight by one-third shall be replaced or grouted prior to placement to topsoil . Excavation and preparation for the Interlocking Articulating Concrete Block Anchor Trenches, Toe Trenches and Aprons, Top Trenches, Upstream Termination Trenches, and Downstream Termination Trenches shall be per approved manufacturer' s directions . !' 4 . Measurement. This Item will be measured by the square yard as shown on the plans, complete in place. 5 . Payment. The work performed and materials furnished in accordance with this Item and measured as provided for under "Measurement", will be paid for at the unit price bid for "Interlocking Articulating Concrete Blocks" . This price shall be full compensation for furnishing all materials, equipment, labor and incidentals necessary to complete the work. • Page 4 of 4 ITEM 10 TURF ESTABLISHMENT DESCRIPTION This Specification will pertain to preparation of seed bed and planting of turf grass. MEASUREMENT AND PAYMENT A. Measurement and payment shall be as noted in the Bid Proposal as Turf Establishment. B. Unit Price 1. Quantities shown in the Bid Proposal shall be used for bidding purpose only. Field measurements of actual areas receiving ordered turf establishment will be made. 2. Bid quantities were estimated as follows: a. Where measurement is noted, all areas estimated to require turf establishment were measured. Areas with existing turf grass cover not disturbed under this contract, and areas not requiring turf establishment were not included in measurements. b. In general, areas measured for turf establishment include disturbed areas of construction work within project limits. Areas beyond limits of construction work which are disturbed due to Contractor's techniques, access, etc. were not included in measurement, are considered incidental, and shall be turfed along with measured areas at Contractor's cost. C. Lump Sum Area measurement shall not be made where payment is on a lump basis. a PRODUCTS i I. SEEDS A. Texas Seed and Plant Certification Act and Standards, Sections 21.9, 21.10 and 21.11. B. U.S. Department of Agriculture Rules and Regulations Federal Seed Act. C. Provide seed bags with tags affixed for inspection in the field. Bags without tags shall be rejected. "' a D. Seed shall be tested and certified by a commercial or State laboratory not more than 9 months prior to the date of planting. E. Provide seeds bagged with tags showing the name of the seed; locality and year of harvest; percentage purity, germination, and dormant seed; Johnson grass content; and noxious weed content. F. Seed must be in clean, unopened, and undamaged bags. G. Provide seeds containing no objectionable material, such sticks, stems, and unthrashed seed heads, which will hinder proper distribution. H. Seed that is wet, moldy, or otherwise damaged, will not be accepted. II MULCH l. Provide mulch products free of noxious weed and foreign materials. 2. Provide mulch free of mold and rot. 3. Provide commercial quality paper mulch consisting of paper cellulose fiber mulch made from post-consumer recovered paper materials such as Pro-Mat or approved equal. 4. Provide commercial quality wood fiber mulch consisting of wood cellulose fiber mulch made from recovered wood materials such as Silva-Fiber or approved equal. 5. Provide Straw mulch of oat, rice, or wheat stem, or other straw as approved by the Owner. 6. Provide Hay mulch of Bermuda grass or other hay as approved by the Owner. .. 7. Provide screened, mature compost or other organic materials as mulch as approved by the Owner. III. TACKIFIER 1. Provide organic biodegradable tackifier manufactured from muciloids or guar gum. Other soil binder compounds, such as Soilmaster-WR or Soil Sement, may be applied when approved by the Owner. IV. FERTILIZER 1. Deliver fertilizer in bags or containers clearly labeled with name and address of the manufacturer, weight, and guaranteed analysis. Bulk fertilizer is acceptable if accompanied by an invoice or label with the name and address of the manufacturer and guaranteed analysis and appropriate means to accurately measure and record weight of fertilizer used. 2. Deliver fertilizer in clean, unopened, and undamaged bags. 3. Provide commercial type fertilizer conforming to the fertilizer laws in effect as regulated by the Texas Department of Agriculture. 1. Use a pelleted or granulated fertilizer which has the specified analysis. 2. The guaranteed analysis represents the percent nitrogen (total N), percent water insoluble nitrogen(where applicable), percent phosphate(citrate soluble P as P205), and percent potash(water soluble K as K20)nutrients as determined by the methods — of the Association of Official Analytical Chemists. 4. Use a complete fertilizer with an analysis ratio of 1:1:1 (N:P:K), such as 15:15:15, or as directed by the Owner. 5. Reject fertilizer containing objectionable material which may hinder proper distribution. 6. Use dry and free-tlowing fertilizer. Caked fertilizer is not permitted. 7. Apply fertilizer at a rate of 60 pounds N/acre, which is 400 pounds/acre of 15:15:15. EXECUTION .. 1. General l. Turf establishment shall be performed as soon as practical after construction activities, but no later than 21 calendars. Long term exposure of bare earth will not be permitted. Owner may stop work on portions, or all, of the project until exposed areas receive designated turf establishment. a 2. Work shall not be performed on areas that are so wet that equipment operation causes tracking and compaction of ground, or when soil is in a non-tillable condition. a - 3 2. Seedbed Preparation 1. Seedbed is defined as the soil designated to support turfgrass and/or sod, approximately 6 inches in depth below finished surface. Seedbed shall be 4 inches topsoil placed on finish-grade surface approved for placement of topsoil. 2. Irregularities in finished seedbed surfaces shall be corrected to eliminate depressions. 3. Disc, harrow, rake, and grade seedbed in horizontal pattern until it is free of clods and roots. 4. Roots and woody plants over 1-inch in diameter shall be removed. 5. Final surface shall be left in a slightly roughened condition. Imprints from equipment shall be left horizontally on slope. 6. Seedbed after rainfall or compaction, but prior to turf establishment, shall be broken up by discing, harrowing, or raking. 7. For areas receiving sod, grade seedbed adjacent to existing turf, pavement, etc., to permit sod to be flush with adjacent surfaces. 8. Prepared seedbeds shall be protected from damage by pedestrian or vehicular traffic. 9. Prepared seedbeds shall be inspected and accepted by Owner prior to turf establishment. 3. Seeding Seed shall be applied in accordance with the following: PLS Rate Seed Approximately Planting (Pounds per Plan Dates Plant Species Acre) 1 October 1 to March 31 * "KY-31" Tall Fescue 15 Hulled Common Bermuda Grass 20 * "Gulf' Annual Rye Grass 15 Crimson Clover and Inoculant 20 2 April 1 to September 30 *Foxtail Millet 15 Hulled Common Bermuda Grass 60 3 April 1 to September 30 *Foxtail Millet 15 Hulled Common Bermuda Grass 60 "Pensicola" Bahia Grass 15 4 As directed Hulled Common Bermuda Grass 50 5 As directed Crimson Colver and Inoculant 20 .. 4 a a NOTES: * Indicates maximum application rate allowed. (a) All planting dates are approximate. Owner shall determine Seed Plan prior to start of seeding. (b) Seed Plan 1 shall be used when average maximum daylight air temperature for preceding two calendar weeks is less than 78 degrees F. (c) Seeding rate is for "Pure Live Seed (PLS)". Percentage of purity, germination, and dormant seeds, as shown on seed tag, shall be used to determine actual application rate of bulk material to obtain required amount of PLS per acre (pure live seed (PLS) _ (% germination+% dormant seed) X% purity). (d) Seed Plans 4 and 5 shall be used only as directed by Owner. a PLANTING METHODS a Method of planting shall be as below. A. Hydro Seeding with Mulch 1. Hydro Seeding with mulch is the application of an homogeneous aqueous mixture of seed, water, fertilizer, dye, wood fiber mulch, and tackifier/soil binder to seedbed. 2 Fertilizer shall be added to aqueous mixture no more than 30 minutes prior to application to prevent damage to seed. Fertilizer shall be completely water soluble. 3. Guar gum tackifier shall be applied at a minimum of 50 pounds(dry weight)per acre. 4. Wood fiber mulch shall be applied at a rate of 2,000 pounds (dry weight) per acre. 5. Application rate for other tackifier/soil binder compound shall be in accordance with manufacturer's recommendations and approved by Owner. a a a a a 5 B. Over Seeding 1. Over Seeding is the application of an homogeneous aqueous mixture containing water, seed (per Seed Plan 4 or 5), and fertilizer to an area with existing vegetation. 2. At the director of Owner, site shall be mowed prior to over seeding. 3. Soil surface shall be lightly harrowed or raked no more than 1-inch deep. 4. Fertilizer shall be added to aqueous mixture no more than 30 minutes prior to application to prevent to seed. 5. Area shall be rolled with a culti-packer, or lightly harrowed or raked to cover seed with 1/4-inch of soil. C. Acceptance of Contractor's Responsibilities 6. Owner will accept turf establishment when specified planting method(s) and acceptable coverage is complete. Turf will be considered for final acceptance when the permanent grass is healthy and growing on the entire area seeded. Minimum coverage shall be at least one live plant in any 6"x 6" square. 7. Contractor shall be responsible for repairing areas of incomplete coverage or damaged until turf establishment is accepted by Owner. Repairs include,but are not limited to, damage due to erosion, riling, traffic, or other causes. Method shall be by over seeding or by repeat hydro mulching. 8. Contractor shall replace all dead or dying sod panels for a period of 60 days after installation. END OF SECTION se ITEM 11 CAST-IN-PLACE CONCRETE 1.0 GENERAL 1.01 SECTION INCLUDES A. Cast-in-place concrete building frame members, floors, shear walls, foundation walls, and supported slabs, vaults, manholes and wet wells. B. Cast-in-place concrete work for utility construction or rehabilitation, such as slabs on grade, small vaults, site-cast bases for precast units, cast-in-place manholes, including headwalls, curbs and miscellaneous small structures. C. Floors and slabs on grade. D. Concrete seal slabs. E. Control, and expansion and contraction joint devices associated with concrete work, including joint sealants. F. Design, construction, erection and removal of structural concrete formwork. G. Equipment pads, light pole base, thrust blocks. 1.02 RELATED SECTION A. Item 13, Concrete Manholes and Accessories 1.03 DEFINITIONS A. Hot Weather: Any combination of high air temperature, low relative humidity and wind velocity tending to impair quality of fresh or hardened concrete or otherwise resulting in abnormal properties. B. Cold Weather: Period when, for more than 2 successive days, mean daily temperature is below 40 degrees F. 11-1 1.04 REFERENCES A. ACI 301 - Structural Concrete for Buildings. B. ACI 302 - Guide for Concrete Floor and Slab Construction. C. ACI 304 - Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete. D. ACI 305R - Hot Weather Concreting. E. ACI 306R - Cold Weather Concreting. •� F. ACI 308 - Standard Practice for Curing Concrete. G. ACI 318 Building Code Requirements for Reinforced Concrete. H. ACI 35OR - Environmental Engineering Concrete Structures. ANSI/ASTM D 1190 - Concrete Joint Sealer, Hot-Poured Elastic Type. J. ANSI/ASTM D1752 - Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction. K. ASTM C33 - Concrete Aggregates. L. ASTM C94 - Ready-Mixed Concrete. M. ASTM C150 - Portland Cement. N. ASTM C260 - Air Entraining Admixtures for Concrete. O. ASTM C494 - Chemicals Admixtures for Concrete. 1.05 SUBMITTALS A. Shop Drawings: 1. Submit shop drawings detailing reinforcement fabrication, bar replacement location, splices, spacing, bar designation, bar type, length, size, bending, number of bars, bar support type, and other pertinent information, including dimensions. Provide sufficient detail for placement of reinforcement without use of Contract Drawings. Information shall correspond directly to data listed on bill of materials. 11-2 2. Use of reproductions of Contract Drawings by Contractor, Subcontractor, erector, fabricator or material supplier in preparation of shop drawings (or in lieu of preparation of shop drawings) signifies acceptance by that party of information shown thereon as correct, and acceptance of obligation to pay for any job expense, real or implied, arising due to errors that may occur thereon. Remove references to Design Engineer, including seals, when reproductions of Contract Drawings are used as shop drawings. 3. Detail shop drawings in accordance with ACI 315, Figure 6. 4. Submit shop drawings in showing location of proposed additional construction joints as required, and obtain approval of the Engineer, prior a to submitting reinforcing steel shop drawings. C. Bill of Materials: Submit with shop drawings. D. Product Data: 1. Mechanical Bar Splices: Submit manufacturer's technical literature, including specifications and installation instructions. 2. Epoxy grout proposed for anchoring reinforcing dowels to hardened concrete: Submit manufacturer's technical literature including recommended installation procedures. 3. Provide data on joint devices, attachment accessories and admixtures. 4. Color is medium olive drab. Provide sample for approval. Manufacturers: ChemSystems, Inc. #1448 or approved equal. am E. Certificates: 1. Submit steel manufacturer's certificates of mill tests giving properties of steel proposed for use. List of manufacturer's test number, heat number, chemical analysis, yield point, tensile strength and percentage of elongation. Identify proposed location of steel in work. 2. Foreign-manufactured reinforcing bars shall be tested for conformance to ASTM requirements by a certified independent testing laboratory located in .• United States. Certification from any other source is not acceptable. Submit test reports for review. Do not begin fabrication of reinforcement until material has been approved. a 1.06 PROJECT RECORD DOCUMENTS A. Accurately record actual locations of embedded utilities and components which are concealed from view. 11-3 1.07 QUALITY ASSURANCE A. Perform Work in accordance with ACI 301. B. Acquire cement and aggregate from same source for all work. C. Conform to ACI 305R when concreting during hot weather. D. Conform to ACI 306R when concreting during cold weather. 1.08 COORDINATION A. Coordinate the placement of joint devices with erection of concrete formwork and placement of form accessories. 2.0 PRODUCTS 2.01 CONCRETE MATERIALS A. Cement: ASTM C 150, Type I - Normal Portland type. Type II - Moderate Sulphate resistance Portland type. B. Fine and Coarse Aggregates: ASTM C33. C. Use coarse limestone aggregate and crushed limestone for fine aggregate. The product of concrete alkalinity(A, as equivalent calcium carbonate)times the thickness of cover over the reinforcing steel (Z, in inches) shall not be less than 0.54, i.e. concrete shall have an AZ factor greater than or equal to 0.54. Provide a minimum concrete cover of 2" over reinforcing steel on the inside of the structures. a D. Water: Clean and not detrimental to concrete. 2.02 ADMIXTURES A. Air Entrainment: ASTM C260. — B. Chemical: ASTM C494, Type A - Water Reducing Type D - Water Reducing and Retarding Type E - Water Reducing and Accelerating admixture. C. Brown and green dye shall be supplied for all exposed cast-in-place surfaces (4 lbs. +/- per cu. yd.). Samples shall be cas..for approval prior to pour. Manufacturer shall be Chem Systems or approved equal. 11-4 2.03 ACCESSORIES A. Bonding Agent: Two component modified epoxy resin. B. Vapor Barrier: 6 mil clear polyethylene film type recommended for below grade application. C. Non-Shrink Grout: Premixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing agents; capable of developing minimum compressive strength of 2,400 psi in 48 hours and 7,000 psi in 28 days. 2.04 JOINT DEVICES AND FILLER MATERIALS A. Joint Filler Type C: ASTM D 1752; Premolded sponge rubber, fully compressible with recovery rate of minimum 95 percent. B. Sealant: ASTM D 1190; synthetic rubber. 2.05 CONCRETE MIX A. Mix and deliver concrete in accordance with ASTM C94, Alternative No. 3. A minimum of 5.75 bags of cement per cubic yard of concrete shall be used. For Concrete in Contact with sewage use Portland Type II, ASTM C 150, Cement. B. Provide concrete to the following criteria: 1. Compressive Strength 7 days: 2400 psi 2. Compressive Strength 28 days: 4000 psi 3. Slump: 3 to 4 inches for concrete cast against earth in slabs and footings . and where used as a topping. 5 to 6 inches for concrete in supported slabs, beams, columns and walls. 4. Maximum Water/Cement Ratio: 0.50. C. Use accelerating admixtures in cold weather only when approved by Engineer. Use of admixtures will not relax cold weather placement requirements. D. Use set retarding admixtures during hot weather only when approved by Engineer. E. Add air entraining agent to normal weight concrete mix for work exposed to temperature lower than 40°F. Air content shall be 3 percent maximum for concrete with trowel finished surfaces and 3-5 percent for other concretc,. 11-5 a 2.06 FORM MATERIAL A. Smooth Forms: New plywood, metal, plastic, tempered concrete-form hardboard, dressed lumber faced with plywood or fiberboard lining, or metal-framed plywood- faced panel material, to provide continuous, straight, smooth surfaces. Form material shall be free of raised grain, torn surfaces, worn edges, patches, dents or other defects. Furnish material in largest practical sizes to minimize number of joints and, when indicated on Drawings, conform to joint system indicated. Form material shall have sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection. B. Plywood: Conform to PS 1, Class 1. C. Lumber: Conform to PS 20. D. Edge Forms and Intermediate Screed Strips: Type and strength compatible with the screed equipment and methods used. E. Plastic Forms: One-piece forms for domes, beams and pan joists. Single lengths for columns not exceeding height of 7'-6". For columns over 7'-6", use 7'-6" sections and filler sections as needed. To facilitate removal of pan joist forms, taper sides 1 inch per foot. F. Metal Pan Joist Forms: Removable type; fabricated of minimum 14-gage steel; one piece between end closures. Adjustable forms not allowed. Taper sides 1 inch per foot to facilitate removal. G. Earth Cuts for Forms: 1. Use earth cuts for forming unexposed sides of grade beams cast monolithically with slabs on grade. 2. Where sides of excavations are stable enough to prevent caving or sloughing, following surfaces may be cast against neat-cut excavations: a. Sides of footings. b. Inside face of perimeter grade beams not monolithic with slab on grade. When inside face is cast against earth, increase beam width indicated on Drawings by 1 inch. c. Both faces of interior grade beams not monolithic with slab on grade. When grade beam is cast against earth, increase beam width indicated on Drawings by 2 inches. d. Vertical in-ground curbs. 11-6 H. Corrugated Fiberboard Carton Forms: 1. Corrugated fiberboard carton forms, when called for, are intended to form a void space beneath pile-supported and pier-supported slabs and other structural elements as shown. 2. Provide products of a reputable manufacturer regularly engaged in commercial production of double-faced corrugated fiberboard carton forms, constructed of waterproof paper and laminated with waterproof adhesive. 2. Fiberboard forms: Capable of supporting required dead load plus construction loads, and designed to lose their strength upon prolonged contact with moisture and soil bacteria. 4. Seal cuts and ends of each form section by dipping in waterproof wax, unless liners and flutes are completely impregnated with waterproofing. •- 5. Size forms as indicated on Drawings. Assemble as recommended by manufacturer, either with steel banding at 4'-0" maximum on centers, or, where liners and flutes are impregnated with waterproofing, with adequate stapling. Circular Forms: 1. Form round-section members with paper or fiber tubes, constructed of laminated plies using water-resistant adhesive with wax-impregnated exterior for weather and moisture protection. Provide units with sufficient wall thickness to resist loads imposed by wet concrete without deformation. Provide manufacturer's seamless units to minimize spiral gaps and seams. 2. Fiberglass or steel forms may be used for round-section members. J. Shores: Wood or adjustable metal, with bearing plates; with double wedges at lower end. K. Form Ties: 1. Use commercially-manufactured ties, hangers and other accessories for embedding in concrete. Do not use wire not commercially fabricated for use as a form accessory. 2. Fabricate ties so ends or end fasteners can be removed without causing spalling of concrete faces. Depth from formed concrete face to the embedded portion: At least 1 inch, or twice the minimum dimension of tie, whichever is greater. 3. Provide waterstop feature for form ties used on liquid-containing structures and on concrete walls which will have earth backfill on one side. 4. Removable ties: Taper ties may be used when approved by the Engineer. In the hole left by the remova: of the taper tie, insert a preformed neoprene or polyurethane plug sized to seat at the center of the wall. 11-7 L. Form Coating: Commercial formulation of form oil or form-release agent having proven satisfactory performance. Coating shall not bond with, stain or otherwise adversely affect concrete surfaces, or impair their subsequent treatment, including application of bonding agents, curing compounds, paint, protective liners and membrane waterproofing. M. Coating for Plastic Forms: Alkali-resistant gel-coat. N. Chamfer Strips: Unless otherwise indicated on Drawings, provide 3/4 inch chamfer strips in corners of forms to produce beveled edges where required by Part 3, Execution. O. Form Gaskets: Polyethylene rod, closed cell, 1-inch diameter. 2.07 DESIGN OF FORMWORK A. Conform to ACI 117, ACI 347 and building codes, unless more restrictive requirements are specified or shown on Drawings. Contractor shall design and engineer concrete formwork, including shoring and bracing. Design formwork for applicable gravity loads, lateral pressure, wind loads and allowable stresses. Camber formwork to compensate for anticipated deflection during placement of concrete required to maintain specified tolerances. Design formwork to be readily removed without impact, shock or damage to concrete surfaces and adjacent materials. B. Slip Forming: Permitted on written approval of the Engineer. Contractor shall demonstrate suitability of method proposed. 2.08 REINFORCING MATERIAL A. Reinforcing Bars: Deformed bars conforming to ASTM A615, grade as indicated on Drawings, except column spirals and those shown on Drawings to be smooth bars. Where grade is not shown on Drawings, use Grade 60. B, Smooth Bars: Where indicated on Drawings, use smooth bars conforming to ASTM A36; ASTM A615, Grade 60; or ASTM A675, Grade 70. C. Column Spirals: Bars conforming to ASTM A615, Grade 60, or wire conforming to ASTM A82. D. Epoxy-Coated Deformed Bars, Column Spirals and Smooth Bari: Conform to ASTM A775/A775M. 11-8 E. Welded Wire Fabric: 1. Welded Smooth Wire Fabric: Conform to ASTM A185. 2. Welded Deformed Wire Fabric: Conform to ASTM A497. 3. Provide wire size, type and spacing as shown. Where type is not shown on Drawings, use welded smooth wire fabric. 4. Furnish welded wire fabric in flat sheets only. F. Tie Wire: 16-1/2 gage or heavier annealed steel wire. Use plastic-coated tie wire with epoxy-coated reinforcing steel. G. Bar Supports: Provide chairs. Use bar supports and accessories of sizes required to provide required concrete cover. Where concrete surfaces are exposed to weather, water or wastewater, provide plastic accessories only; do not use galvanized or plastic-tipped metal in such locations. Provide metal bar supports and accessories rated Class 1 or 2 conforming to CRSI MSP-1 Manual of Standard Practice. Use epoxy-coated bar supports with epoxy-coated reinforcing bars. H. Slabs on Grade: Provide chairs with sheet metal bases or provide precast concrete bar supports 3 inches wide, 6 inches long, and thick enough to allow required cover. Embed tie wires in 3-inch by 6-inch side. Mechanical Bar Splices: 1. Conform to ACI 318; use where indicated on Drawings. a. Compression splices shall develop ultimate stress of reinforcing bar. b. Tension splices shall develop 125 percent of minimum yield point stress of reinforcing bar. 2. Regardless of chemical composition of steel, any heat effect shall not adversely affect performance of reinforcing bar. J. Welded Splices: 1. Provide welded splices where shown and where approved by the Engineer. Welded splices of reinforcing steel shall develop a tensile strength exceeding 125 percent of the yield strength of the reinforcing bars connected. 2. Provide materials for welded splices conforming to AWS D1.4. K. Epoxy Grout: High-strength rigid epoxy adhesive, conforming to ASTM C881, Type IV, manufactured for purpose of anchoring dowels into hardened concrete and the moisture condition, application temperature and orientation of the hole to be filled. Unless otherwise shown, depth of embedment shall be as required to develop the full tensile strength (125 percent of yield strength) of dowel, but not less than 12 diameters. 11-9 2.09 FABRICATION OF REINFORCING A. Bending: Fabricate bars to shapes indicated on Drawings by cold bending. Bends shall conform to minimum bend diameters specified in ACI 318. Do not straighten or rebend bars. Fabricate epoxy-coated reinforcing steel to required shapes in a manner that will not damage epoxy coating. Repair any epoxy coating with patching material conforming to Item 4.4 of ASTM A775/A775M. B. Splices: 1. Locate splices as indicated on Drawings. Do not locate splices at other locations without approval of the Engineer. Use minimum number of splices located at points of minimum stress. Stagger splices in adjacent bars. 2. Length of lap splices: As shown on Drawings. 3. Prepare ends of bars at mechanical splices in accordance with splice manufacturer's requirements. C. Construction Joints: Unless otherwise shown, continue reinforcing through construction joints. D. Bar Fabrication Tolerances: Conform to tolerances listed in ACI 315, Figures 4 and 5. E. Standard Hooks: Conform to the requirements of ACI 318. F. Marking: Clearly mark bars with waterproof tags showing number of bars, size, mark, length and yield strength. Mark steel with same designation as member in which it occurs. 2.10 FINISHING MATERIALS A. Sealer/Dustproofer (VOC Compliant): Water-based acrylic sealer; non-yellowing under ultraviolet light after 200-hour test in accordance with ASTM D4587. Conform to local, state and federal solvent emission requirements. B. Epoxy Floor Topping: Two-component epoxy resin meeting ASTM C881 Type III, resistant to wear, staining and chemical attack, blended with granite, sand, trap rock or quartz aggregate, trowel-applied over concrete floor. Topping thickness, 1/8 inch; color, gray. C. Abrasive Aggregate for No.islip Finish: Fused aluminum oxide grit, or crushed emery aggregate containing not less than 40 percent aluminum oxide and not less 11-10 than 25 percent ferric oxide. Material shall be factory graded, packaged, rustproof and nonglazing, and unaffected by freezing, moisture and cleaning materials. D. Epoxy Penetrating Sealer: Low-viscosity, two-component epoxy system designed to give maximum penetration into concrete surfaces. Sealer shall completely seal concrete surfaces from penetration of water, oil and chemicals; prevent dusting and deterioration of concrete surfaces caused by heavy traffic; and be capable of adhering to floor surfaces subject to hydrostatic pressure from below. Color, transparent amber or gray; surface, nonslip. E. Latex Bonding Agent: Non-redispersable latex base liquid conforming to ASTM C 1059. When used in water and wastewater treatment structures, bonding agent shall be suitable for use under continuously submerged conditions. Conformance and suitability certification by manufacturer is required. F. Bonding Grout: Prepare bonding grout by mixing approximately one part cement to one part fine sand meeting ASTM C 144 but with 100 percent passing No. 30 mesh sieve. Mix with water to consistency of thick cream. At Contractor's option, a commercially-prepared bonding agent used in accordance with manufacturer's recommendations and instructions may be used. When used in water and wastewater treatment structures, bonding agent shall be suitable for use under continuously submerged conditions. Conformance and suitability certification by manufacturer is required. Submit manufacturer's technical information on proposed bonding agent. G. Patching Mortar: 1. Make patching mortar of same materials and of approximately same proportions as concrete, except omit coarse aggregate. Substitute white Portland cement for part of gray Portland cement on exposed concrete in order to match color of surrounding concrete. Determine color by making trial patch. Use minimum amount of mixing water required for handling and placing. Mix patching mortar in advance and allow to stand. Mix frequently with trowel until it has reached stiffest consistency that will permit placing. Do not add water. ?. Proprietary compounds for adhesion or specially formulated cementitious repair mortars may be used in lieu of or in addition to foregoing patching materials provided that properties of bond and compressive strength meet or exceed the foregoing and color of surrounding concrete can be matched where required. Use such compounds according to manufacturer's recommendations. When used in water and wastewater treatment structures, material shall be suitable for use under continuously submerged conditions. Conformance and suitability certificaion by manufacturer is required. 11-11 a H. Epoxy Adhesive: Two-component, 100 percent solids, 100 percent reactive compound developing 100 percent of strength of concrete, suitable for use on dry or damp surfaces. Epoxy used to inject cracks and as a binder in epoxy mortar shall meet ASTM C881, Type VI. Epoxy used as a bonding agent for fresh concrete shall meet ASTM C881, Type V. I. Non-shrink Grout: Submit to Engineer for approval. J. Spray-Applied Coating: Acceptable products are Thoro System Products "Thoroseal Plaster Mix" or equal. Color: Gray. K. Concrete Topping: Class H concrete with 3/8-inch maximum coarse aggregate size, as specified in this Section. L. Concrete Fill: Class H concrete with 3/8-inch maximum coarse aggregate size, (Class C where fill thickness exceeds 3 inches throughout a placement), as specified in Section 03310 - Structural Concrete. M. Evaporation Retardant: Confilm, manufactured by Master Builders; Eucobar, manufactured by Euclid Chemical Company; or equal. 2.11 CONCRETE CURING MATERIALS A. Membrane-forming Curing Compound: Conform to ASTM C309, Type 1D, and following requirements. 1. Minimum solids content: 30 percent. 2. Compound shall not permanently discolor concrete. When used for liquid- containing structures, curing compound shall be white-pigmented. 3. When used in areas that are to be coated, or that will receive topping or floor covering, material shall not reduce bond of coating, topping, or floor covering to concrete. Curing compound manufacturer's technical information shall state conditions under which compound will not prevent bond. 4. Conform to local, state and federal solvent emission requirements. B. Clear Curing and Sealing Compound (VOC Compliant): Conform to ASTM C309, Type 1, Class B, and the following requirements: 30 percent solids content minimum; non-yellowing under ultraviolet light after 500-hour test in accordance with ASTM D4587. Sodium silicate compounds are not permitted. Conform to local, state and federal solvent emission requirements. C. Sheet Material for Curing Concrete: ASTM C 171; waterproof paper, polyethylene film or white burlap-polyethylene sheeting. 11-12 D. Curing Mats (for use in Curing Method 2): Heavy shag rugs or carpets, or cotton mats quilted at 4 inches on center; 12 ounce per square yard minimum weight when dry. E. Water for curing: Clean and potable. 3.0 EXECUTION a 3.01 EXAMINATION A. Verify requirements for concrete cover over reinforcement. B. Verify that anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately placed, positioned securely, and will not cause hardship in placing concrete. 3.02 PREPARATION A. Prepare previously placed concrete by cleaning with steel brush and applying bonding agent in accordance with manufacturer's instructions. B. In locations where new concrete is dowelled to existing work, drill holes in existing concrete, insert steel dowels and pack solid with non-shrink grout. 3.03 PREPARATION OF SURFACES FOR CONCRETING A. Earth Surfaces: 1. Under interior slabs on grade, install vapor barrier. Lap joints at least 6 inches and seal watertight with tape, or sealant applied between overlapping edges and ends. repair vapor barrier damaged during placement of reinforcing and inserts with vapor barrier material; lap over damaged areas at least 6 inches and seal watertight. 2. Other Earth Surfaces: Thoroughly wet by sprinkling prior to placing concrete, and keep moist by frequent sprinkling up to time of placing concrete thereon. Remove standing water. Surfaces shall be free from standing water, mud and debris at the time of placing concrete. B. Construction Joints: 1. Definition: Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been interrupted so that, in the judgment of the Engineer, new concrete cannot be incorporated integrally w:th that previously placed. 2. Interruptions: When placing of concrete is to be interrupted long enough a 11-13 for the concrete to take a set, use forms or other means to shape the working face to secure proper union with subsequent work. Make construction joints only where acceptable to the Engineer. 3. Preparation: Give horizontal joint surfaces a compacted, roughened surface for good bond. Except where the Drawings call for joint surfaces to be coated, clean joint surfaces of laitance, loose or defective concrete and foreign material by hydro blasting or sandblasting (exposing aggregate), roughen surface to expose aggregate to a depth of at least 1/4 inch and wash thoroughly. Remove standing water from the construction joint surface before new concrete is placed. 4. After surfaces have been prepared cover approximately horizontal construction joints with a 3-inch lift of a grout mix consisting of Class A concrete batched without coarse aggregate; place and spread grout uniformly. Place wall concrete on the grout mix immediately thereafter. C. Set and secure reinforcement, anchor bolts, sleeves, inserts and similar embedded items in the forms where indicated on Contract Drawings, shop drawings and as otherwise required. Obtain the Engineer's acceptance before concrete is placed. Accuracy of placement is the sole responsibility of the Contractor. D. Place no concrete until at least 4 hours after formwork, inserts, embedded items, reinforcement and surface preparation have been completed and accepted by the Engineer. Clean surfaces of forms and embedded items that have become encrusted with grout or previously-placed concrete before placing adjacent concrete. E. Casting New Concrete Against Old: Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age), thoroughly clean and roughen the surface of the old concrete by hydro-blasting or sandblasting (exposing aggregate). Coat joint surface with epoxy bonding agent following manufacturer's written instructions, unless indicated otherwise. Unless noted otherwise, this provision does not apply to vertical wall joints where waterstop is installed. a F. Protection from Water: Place no concrete in any structure until water entering the space to be filled with concrete has been properly cut off or diverted and carried out of the forms, clear of the work. Deposit no concrete underwater. Do not allow still water to rise on any concrete until concrete has attained its initial set. Do not allow water to flow over the surface of any concrete in a manner and at a velocity that will damage the surface finish of the concrete. Pumping, dewatering and other necessary operations for removing ground water, if required, are subject to the Engineer's review. 11-14 s G. Corrosion Protection: Position and support pipe, conduit, dowels and other ferrous items to be embedded in concrete construction prior to placement of concrete so there is at least a 2 inch clearance between them and any part of the concrete reinforcement. Do not secure such items in position by wiring or welding them to the reinforcement. H. Where practicable, provide for openings for pipes, inserts for pipe hangers and brackets, and setting of anchors during placing of concrete. Accurately set anchor bolts and maintain in position with templates while they are being embedded in concrete. J. Cleaning: Immediately before concrete is placed, thoroughly clean dirt, grease, ^- grout, mortar, loose scale, rust and other foreign substances from surfaces of metalwork to be in contact with concrete. 3.04 FORMWORK INSTALLATION A. Formwork Construction 1. Construct and maintain formwork so that it will maintain correct sizes of members, shape, alignment, elevation and position during concrete placement and until concrete has gained sufficient strength. Provide for required openings, offsets, sinkages, keyways, recesses, moldings, anchorages and inserts. 2. Construct forms for easy removal without damage to concrete surfaces. 3. Make formwork sufficiently tight to prevent leakage of cement paste during concrete placement. Solidly butt joints and provide backup material at joints as required to prevent leakage and fins. Provide gaskets for wall forms to prevent concrete paste leakage at their base. 4. Place chamfer strips in forms to bevel edges and corners permanently �. exposed to view, except top edges of walls, and slabs which are indicated on Drawings to be tooled. Do not bevel edges of formed joints and interior corners unless indicated on Drawings. Form beveled edges for vertical and horizontal corners of equipment bases. Unless otherwise indicated on Drawings, make bevels 3/4 inch wide. 5. Provide temporary openings at bases of column and wall forms and other points as required for observation and cleaning immediately before concrete is placed. 6. Where runways are required for moving equipment, support runways directly on the formwork or structural members. Do not allow runways or supports to rest on reinforcing steel. 7. Use smooth forms on formed concrete surfaces required to have smc oth form finish or rubbed finish as specified in Concrete Finishing. 11-14 8. Rough forms may be used on formed concrete surfaces indicated to have rough form finish as specified in Concrete Finishing. B. Forms for Surfaces Requiring Smooth Form Finish: 1. Provide sharp, clean corners at intersecting planes, without visible edges or offsets. Back up joints with extra studs or girts to maintain true, square intersections. 2. Form molding shapes, recesses and projections with smooth-finish materials and install in forms with sealed joints to prevent displacement. 3-. Form exposed corners of beams and columns to produce square, smooth, solid, unbroken lines. 4. Provide exterior exposed edges with 3/4-inch chamfer or 3/4-inch radius. 5. Arrange facing material in orderly and symmetrical fashion. Keep number of joints to practical minimum. Support facing material adequately to prevent deflection in excess of allowable tolerances. 6. For flush surfaces exposed to view in completed structure, overlap previously- placed hardened concrete with form sheathing by approximately 1 inch. Hold forms against hardened concrete to maintain true surfaces, preventing offsets or loss of mortar. C. Forms for Surfaces Requiring Rubbed Finish: Provide forms as specified in paragraph 3.O1B, Smooth Form Finish. Use smooth plywood or fiberboard linings or forms, in as large sheets as practicable, and with smooth, even edges and close joints. D. Edge Forms and Screed Strips for Slabs: Set edge forms or bulkheads and intermediate screed strips for slabs to obtain required elevations and contours in finished slab surface. Provide and secure supports for types of screeds required. E. Circular Forms: Set forms in one piece for full height of member. F. Surfaces to Receive Membrane Waterproofing: Coordinate surface finish, anchors, reglets and similar requirements with membrane waterproofing applicator. G. Fireproofing Steel Member: Construct forms to provide not less than the concrete thickness necessary, measured from face of steel member, to provide the required fire rating. Forms for concealed surfaces may be unlined. 11-16 a H. Tolerances: 1. Unless noted otherwise on Drawings, construct formwork so concrete surfaces will conform to tolerance limits listed in Tables 03100A and 03100B at end of this Section. 2. Establish sufficient control points and bench marks as references for tolerance checks. Maintain these references in undisturbed condition until final completion and acceptance of the Work. a I. Adjustment of Formwork: 1. Use wedges or jacks to provide positive adjustment of shores and struts. After final inspection and before concrete placement, fasten in position wedges used for final adjustment of forms. 2. Brace forms securely against lateral deflections. Prepare to compensate for settling during concrete placement. 3. For wall openings, construct wood forms that facilitate necessary loosening to counteract swelling of forms. J. Corrugated Fiberboard Carton Forms: 1. Place on smooth firm bed of suitable material to prevent vertical a displacement; set tight to prevent horizontal displacement. Exercise care to avoid buckling of forms. Install in accordance with manufacturer's directions and recommendations. 2. Fit carton forms tightly around piles and piers; completely fill the space between subgrade and concrete placement with carton forms to form a void space. 3. Protect carton forms from moisture and maintain in a dry condition until concrete is placed on them. If they become wet before placement of concrete, allow them to dry and carefully inspect for strength before concrete is placed. 4. Before concrete placement, replace damaged or deteriorated forms which are incapable of supporting concrete dead load plus construction live loads. 3.05 PREPARATION OF FORM SURFACES A. Clean surfaces of forms and embedded materials before placing concrete. Remove accumulated mortar, grout, rust and other foreign matter. B. Coat forms for exposed or painted concrete surfaces with form oil or form-release agent before placing reinforcement. Cover form surfaces with coating material in accordance with manufacturer's printed instructions. Do not allow excess coating material to accumulate in forms or to contact hardened concrete against which fresh concrete will be placed. Remove boating material from reinforcement before placing concrete. .. 11-17 C. Forms for unexposed surfaces, other than retained-in-place metal forms, may be wet with water immediately before concrete placement in lieu of coating. When possibility of freezing temperatures exists, however, the use of coating is mandatory. 3.06 INSTALLATION OF REINFORCEMENT A. Placement Tolerances: Place reinforcement within tolerances of Table 03210A at the end of this Section. Bend tie wire away from forms to maintain the specified concrete coverage. B. Interferences: Maintain 2-inch clearance from embedded items. Where reinforcing interferes with location of other reinforcing steel, conduit or embedded items, bars may be moved within specified tolerances or one bar diameter, whichever is greater. Where greater movement of bars is required to avoid interference, notify the Engineer. Do not cut reinforcement to install inserts, conduit, mechanical openings or other items without approval of the Engineer. C. Concrete Cover: Provide clear cover measured from reinforcement to face of concrete as listed in Table 03210B at the end of this Section, unless otherwise indicated on Drawings. D. Placement in Forms: Use spacers, chairs, wire ties and other accessory items necessary to assemble, space and support reinforcing properly. Provide accessories of sufficient number, size and strength to prevent deflection or displacement of reinforcement due to construction loads or concrete placement. Use appropriate accessories to position and support bolts, anchors and other embedded items. Tie reinforcing bars at each intersection, and to accessories. Blocking reinforcement with concrete or masonry is prohibited. E. Placement for Concrete on Ground: Support bar and wire reinforcement on chairs with sheet metal bases or precast concrete blocks spaced at approximately 3 feet on centers each way. Use minimum of one support for each 9 square feet. Tie supports to reinforcing bars and wires. F. Vertical Reinforcement in Columns: Offset vertical bars by at least one bar diameter at splices. Provide accurate templates for column dowels to ensure proper placement. G. Splices: 1. Do not splice bars, except at locations indicated on Drawings or reviewed shop drawings, without approval of the Engineer. 2. Lap Splices: Unless otherwise shown or noted, Class B, conforming to ACI i� 318-89, Section 12.15.1. Tie securely with wire prior to concrete placement, to prevent displacement of splices during concrete placement. 3. Mechanical Bar Splices: Use only where indicated on Drawings or approved by the Engineer. Install in accordance with manufacturer's instructions. a. Couplers located at a joint face shall be of a type which can be set either 11-18 flush or recessed from the face as shown. Seal couplers prior to concrete placement to completely eliminate concrete or cement paste from entering. b. Couplers intended for future connections: Recess 1/2 inch minimum from concrete surface. After concrete is placed, plug coupler and fill recess with sealant to prevent contact with water or other corrosive materials. c. Unless noted otherwise, match mechanical coupler spacing and capacity to that shown for the adjacent reinforcing. H. Construction Joints: Place reinforcing continuous through construction joints, unless noted otherwise. I. Welded Wire Fabric: Install wire fabric in as long lengths as practicable. Unless otherwise indicated on Drawings, lap adjoining pieces at least 6 inches or one full mesh plus 2 inches, whichever is larger. Lace splices with wire. Do not make end laps midway between supporting beams, or directly over beams of continuous structures. Offset end laps in adjacent widths to prevent continuous laps. Conform to WRI - Manual of Standard Practice for Welded Wire Fabric. J. Field Bending: Shape reinforcing bent during construction operations to conform to Drawings. Bars shall be cold-bent; do not heat bars. Closely inspect reinforcing for breaks. When reinforcing is damaged, replace, Cadweld, or otherwise repair, as directed by the Engineer. Do not bend reinforcement after it is embedded in concrete. K. Epoxy-coated Reinforcing Steel: Install in accordance with Paragraph 3.02J, Field Bending, and in a manner that will not damage epoxy coating. Repair damaged epoxy coating with patching material as specified in Paragraph 2.02A, Bending. L. Field Cutting: Cut reinforcing bars by shearing or sawing. Do not cut bars with cutting torch. M. Welding of reinforcing bars is prohibited, except where shown on Drawings. 3.07 GROUTING OF REINFORCING AND DOWEL BARS A. Use epoxy grout for anchoring reinforcing and dowel steel to existing concrete in accordance with epoxy manufacturer's instructions. Drill hole not more than 1/4 inch larger than steel bar diameter (including height of deformations for deformed bars) in existing concrete. Just before installation of steel, blow hole clean of all debris using compressed air. Partially fill hole with epoxy, using enough epoxy so when steel bar is inserted, epoxy grout will completely fill hole around bar. Dip end of steel bar in epoxy and twist bar while inserting into partially-filled hole. 11-19 TABLE 03210A REINFORCEMENT PLACEMENT TOLERANCES PLACEMENT TOLERANCE IN INCHES Clear Distance- To formed soffit: -1/4 To other formed surfaces: ±1/4 Minimum spacing between bars: -1/4 T Clear distance from unformed surface to top reinforcement- Members 8 inches deep or less: ±1/4 Members more than 8 inches deep but less than 24 inches deep: -1/4,+1/2 Members 24 inches deep or greater: -1/4,+1 Uniform spacing of bars(but the required number of bars shall not be reduced): Uniform spacing of stirrups and ties(but the required number of stirrups and ties ±2 shall not be reduced): ±1 Longitudinal locations of bends and ends of reinforcement- General: ±2 Discontinuous ends of members: ±1/2 Length of bar laps: -1-1/2 Embedded length- For bar sizes No. 3 through 11: -1 For bar sizes No. 14 and 18: -2 TABLE 03210B MINIMUM CONCRETE COVER FOR REINFORCEMENT MINIMUM COVER IN INCHES SURFACE Slabs and Joists- Top and bottom bars for dry conditions- No. 14 and No. 18 bars: 1-1/2 No. 11 bars and smaller: 1 Formed concrete surfaces exposed to earth,water or weather;over,or in contact with,sewage;and for bottoms bearing on work mat,or slabs supporting earth cover- 11-20 MINIMUM COVER IN INCHES so SURFACE No. 5 bars and smaller: 1-1/2 am No.6 through No. 18 bars: 2 Beams and Columns For dry conditions- Stirrups,spirals and ties: 1-1/2 Principal reinforcement: 2 sis Exposed to earth,water,sewage or weather- Stirrups and ties: 2 Principal reinforcement: 2-l/2 Walls- For dry conditions- No. 11 bars and smaller: 1 No. 14 and No. 18 bars: 1-1/2 Formed concrete surfaces exposed to earth,water,sewage or weather,or in contact with ground- Circular tanks with ring tension: 2 All others: 2 Footings and Base Slabs- ' At formed surfaces and bottoms bearing on concrete work mat: At unformed surfaces and bottoms in contact with earth: 2 Over top of piles: 3 Top of footings--same as slabs 2 us 3.08 HANDLING, TRANSPORTING AND PLACING CONCRETE A. Conform to applicable requirements of Chapter 8 of ACI 301 and this Section. Use no aluminum materials in conveying concrete. B. Rejected Work: Remove concrete found to be defective or non-conforming in materials or workmanship. Replace rejected concrete with concrete meeting requirements of Contract Documents, at no additional cost to the Owner. C. Unauthorized Placement: Place no concrete except in the presence of the Engineer. Notify the Engineer in writing at least 24 hours before placement of concrete. 11-21 a a D. Placement in Wall Forms: 1. Do not drop concrete through reinforcing steel. 2. Do not place concrete in any form so as to leave an accumulation of mortar on form surfaces above the concrete. 3. Pump concrete or use hoppers and, if necessary, vertical ducts of canvas, rubber or metal (other than aluminum) for placing concrete in forms so it reaches the place of final deposit without separation. Free fall of concrete shall not exceed 4 feet below the ends of pump hoses, ducts, chutes or buggies. Uniformly distribute concrete during depositing. 4. Do not displace concrete in forms more than 6 feet in horizontal direction from place where it was originally deposited. „.. 5. Deposit in uniform horizontal layers not deeper than 2 feet; take care to avoid inclined layers or inclined construction joints except where required for sloping members. 6. Place each layer while the previous layer is still soft. Rate of placement shall not exceed 5 feet of vertical rise per hour. 7. Provide sufficient illumination in form interior so concrete at places of deposit is visible from the deck or runway. E. Conveyors and Chutes: Design and arrange ends of chutes, hopper gates and other points of concrete discharge in the conveying, hoisting and placing system so concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyors, if used, shall be of a type acceptable to the Engineer. Do not use chutes longer than 50 feet. Slope chutes so concrete of specified consistency will readily flow. If a conveyor is used, it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyors and chutes shall be covered. F. Placement of Slabs: In hot or windy weather, conducive to plastic shrinkage cracks, apply evaporation retardant to slab after screeding in accordance with manufacturer's instructions and recommendations. Do not use evaporation retardant to increase water content of the surface cement paste. Place concrete for sloping slabs uniformly from the bottom of the slab to the top, for the full width of ,,. the placement. As work progresses, vibrate and carefully work concrete around slab reinforcement. Screed the slab surface in an up-slope direction. G. When adverse weather conditions affect quality of concrete, postpone concrete placement. Do not mix concrete when the air temperature is at or below 40 degrees F and falling. Concrete may be mixed when temperature is 35 degrees F and rising. Take temperature readings in the shade, away from artificial heat. Protect concrete from temperatures below 32 degrees F until the concrete has cured for a minimum of 3 days at 70 degrees F or 5 days at 50 degrees F. When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre-cooling of aggregates and mixing water, using ice or 11-22 placing at night, as necessary to maintain concrete temperature, as placed, below 90 degrees F. 3.09 PUMPING OF CONCRETE A. If pumped concrete does not produce satisfactory results, in the judgment of the Engineer, discontinue pumping operations and proceed with the placing of concrete using conventional methods. B. Pumping Equipment: Use a 2-cylinder pump designed to operate with only one cylinder if one is not functioning, or have a standby pump on site during pumping. C. The minimum hose (conduit) diameter: Comply with ACI 304.2R. D. Replace pumping equipment and hoses (conduits) that do not function properly. E. Do not use aluminum conduits for conveying concrete. F. Field Control: Take samples for slump, air content and test cylinders at the placement (discharge) end of the line. 3.10 CONCRETE PLACEMENT SEQUENCE A. Place concrete in a sequence acceptable to the Engineer. To minimize effects of shrinkage, place concrete in units bounded by construction joints shown. Place alternate units so each unit placed has cured at least 7 days for hydraulic structures, or 3 days for other structures, before contiguous unit or units are placed, except do not place corner sections of vertical walls until the 2 adjacent wall panels have cured at least 14 days for hydraulic structures and 7 days for other structures. B. Level the concrete surface whenever a run of concrete is stopped. To ensure straight and level joints on the exposed surface of walls, tack a wood strip at least 3/4-inch thick to the forms on these surfaces. Carry concrete about 1/2 inch above the underside of the strip. About one hour after concrete is placed, remove the strip, level irregularities in the edge formed by the strip with a trowel and remove laitance. 3.11 TAMPING AND VIBRATING A. Thoroughly settle and compact concrete throughout the entire depth of the layer being consolidated, into a dense, homogeneous mass; fill corners and angles, thoroughly embed reinforcement, eliminate rock pockets and bring only a slight excess of water to the exposed surface of concrete during placement. Use ACI 309R Group 3 immersion-type high-speed power vibrators (8,000 to 12,000 rpm) in sufficient number and with sufficient (at least one) standby units. Use Group 2 vibrators only when accepted by the Engineer for specific locations. 11-23 B. Use care in placing concrete around waterstops. Carefully work concrete by rodding and vibrating to make sure air and rock pockets have been eliminated. Where flat-strip type waterstops are placed horizontally, work concrete under waterstops by hand, making sure air and rock pockets have been eliminated. Give concrete surrounding the waterstops additional vibration beyond that used for adjacent concrete placement to assure complete embedment of waterstops in concrete. C. Concrete in Walls: Internally vibrate, ram, stir, or work with suitable appliances, tamping bars, shovels or forked tools until concrete completely fills forms or excavations and closes snugly against all surfaces. Do not place subsequent layers . of concrete until previously-placed layers have been so worked. Provide vibrators in sufficient numbers, with standby units as required, to accomplish the results specified within 15 minutes after concrete of specified consistency is placed in the forms. Keep vibrating heads from contact with form surfaces. Take care not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents. 3.12 PLACING MASS CONCRETE A. Observe the following additional restrictions when placing mass concrete. 1. Use specified superplasticizer. 2. Maximum temperature of concrete when deposited: 70 degrees F. 3. Place in lifts approximately 18 inches thick. Extend vibrator heads into previously-placed layer. 3.13 CONCRETE FINISHING 3.14 FINISHING OF FORMED SURFACES A. Unfinished Surfaces: Finish is not required on surfaces concealed from view in completed structure by earth, ceilings or similar cover, unless indicated otherwise on Drawings. B. Rough Form Finish: No form facing material is required on rough form finish surfaces. 2. Patch tie holes and defects. Chip off fins exceeding 1/4 inch in height. 3. Rough form finish may be used on concrete surfaces which will be concealed from view by earth in completed structure, except concealed surfaces required to have smooth form finish, as shown on Drawings. C. Smooth Form Finish: 1. Form facing shall produce smooth, hard, uniform texture on concrete. Use plywood or fiberboard linings or forms in as large sheets as practicable, and with smooth, even edges and close joints. 11-24 2. Patch tie holes and defects. Rub fins and joint marks with wooden blocks to leave smooth, unmarred finished surface. 3. Provide smooth form finish on the wet face of formed surfaces of water- holding structures, and of other formed surfaces not concealed from view by earth in completed structure, except where otherwise indicated on Drawings. Walls that will be exposed after future construction, at locations indicated on Drawings, shall have smooth form finish. Smooth form finish on exterior face of exterior walls shall extend 2 feet below final top of ground elevation. Exterior face of all perimeter grade beams shall have smooth form finish for full depth of grade beam. D. Rubbed Finish: 1. Use plywood or fiberboard linings or forms in as large sheets as practicable, and with smooth, even edges and close joints. Remove forms as soon as practicable, repair defects, wet surfaces, and rub with No. 16 carborundum stone or similar abrasive. Continue rubbing sufficiently to bring surface paste, remove form marks and fins, and produce smooth, dense surface of uniform color and texture. Do not use cement paste other than that drawn from concrete itself. Spread paste uniformly over surface with brush. Allow paste to reset, then wash surface with clean water. 3. Use rubbed finish at locations indicated on Drawings, except where rubbed finish is indicated for a wall which will be containing a liquid, use spray- applied coating. E. Related Unformed Surfaces: Tops of piers, walls, bent caps, and similar unformed surfaces occurring adjacent to formed surfaces shall be struck smooth after concrete is placed. Float unformed surfaces to texture reasonably consistent with that of formed surfaces. Continue final treatment on formed surfaces uniformly across unformed surfaces. 3.15 HOT WEATHER FINISHING •• A. When hot weather conditions exist, as defined in 1.04.B. and as judged by the Engineer, apply evaporation retardant to the surfaces of slabs, topping and concrete fill placements immediately after each step in the finishing process has been completed. 3.16 FINISHING SLABS AND SIMILAR FLAT SURFACES TO CLASS A, B AND C TOLERANCES A. Apply Class B finishes to slab and slope paving. NER B. Shaping to Contour: Use strike-off templates or approved compacting-type screeds riding on screed strips or edge forms to bring concrete surface to proper contour. See Concrete Formwork for edge forms and screeds. 40. 11-25 C. Consolidation and Leveling: Concrete to be consolidated shall be as stiff as practicable Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade. Consolidate and level slabs and floors with vibrating bridge screeds, roller pipe screeds or other approved means. After consolidation and leveling, do not permit manipulation of surfaces prior to finishing operations. D. Tolerances for Finished Surfaces: Check tolerances by placing straightedge of specified length anywhere on slab. Gap between slab and straightedge shall not exceed tolerance listed for specified class. Straightedge Length Tolerance Class in Feet in Inches A 10 1/8 B 10 1/4 C 2 1/4 E. Raked Finish: After concrete has been placed, struck off, consolidated and leveled to Class C tolerance, roughen surface before final set. Roughen with stiff brushes or rakes to depth of approximately 1/4 inch. Notify the Engineer prior to placing concrete requiring initial raked surface finish so that acceptable raked finish standard may be established for project. Protect raked, base-slab finish from contamination until time of topping. Provide raked finish for following: 1. Surfaces to receive bonded concrete topping or fill. 2. Steep ramps, as noted on Drawings. 3. Additional locations as noted on Drawings. AIS F. Float Finish: 1. After concrete has been placed, struck off, consolidated and leveled, do not work further until ready for floating. Begin floating when water sheen has disappeared, or when mix has stiffened sufficiently to permit proper operation of power-driven float. Consolidate surface with power-driven floats. Use hand floating with wood or cork-faced floats in locations inaccessible to power-driven machine and on small, isolated slabs. 2. After initial floating, re-check tolerance of surface with 10-foot straightedge applied at not less than two different angles. Cut down high spots and fill low spots to Class B tolerance. Immediately re-float slab to a uniform, smooth, granular texture. 3. Provide float finish at locations not otherwise specified and not otherwise r, indicated on Drawings. G. Trowel Finish: 1. Apply float finish as previously specified. After power floating, use power trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks. Do additional troweling by hand after surface has hardened sufficiently. Do final troweling when ringing sound is produced as trowel is moved over surface. Thoroughly a. 11-26 consolidate surface by hand troweling operations. 2. Produce finished surface free of trowel marks, uniform in texture and appearance and conforming to Class A tolerance. On surfaces intended to support floor coverings, remove defects which might show through covering by grinding. 3. Provide trowel finish for floors which will receive floor covering and additional locations indicated on Drawings. H. Broom or Belt Finish: 1. Apply float finish as previously specified. Immediately after completing floated finish, draw broom or burlap belt across surface to give coarse transverse scored texture. 2. Provide broom or belt finish at locations indicated on Drawings. 3.17 FINISHING SLABS AND SIMILAR FLAT SURFACES TO "F-NUMBER SYSTEM" FINISH A. Shaping to Contour: Use strike-off templates or approved compacting-type screeds riding on screed strips or edge forms to bring concrete surface to proper contour. Edge forms and screeds: Conform to Section 03100 - Concrete Formwork. B. Consolidation and Leveling: Concrete to be consolidated shall be as dry as practicable. Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade. Consolidate and level slabs and floors with vibrating bridge screeds, roller pipe screeds or other approved means. After consolidation and leveling, do not manipulate surfaces prior to finishing operations. C. Tolerances for Finished Surfaces: Independent testing laboratory will check floor flatness and levelness in accordance with Paragraph 3.12, Field Quality Control. D. Float Finish: 1. After concrete has been placed, struck off, consolidated and leveled, do not work further until ready for floating. Begin floating when water sheen has disappeared, or when mix has stiffened sufficiently to permit proper .. operation of power-driven float. Consolidate surface with power-driven floats. Use hand floating with wood or cork-faced floats in locations inaccessible to power-driven machine and on small, isolated slabs. 2. Check tolerance of surface after initial floating with a 10-foot straightedge applied at not less than two different angles. Cut down high spots and fill low spots. Immediately refloat slab to uniform, smooth, granular texture to FF20/FL 17 tolerance, unless shown otherwise on Drawings. 3. Provide "F-Number System" float finish at locations indicated on Drawings. 11-27 a 5. Trowel Finish: 1. Apply float finish as previously specified. After power floating, use power trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks. Do additional troweling by hand after surface has hardened sufficiently. Do final troweling when ringing sound is produced as trowel is moved over surface. Thoroughly consolidate surface by hand troweling operations. 2. Produce finished surface free of trowel marks, uniform in texture and appearance and conforming to an FF25/FL20 tolerance for slabs on grade and FF25/FL 17 for elevated slabs, unless shown otherwise on Drawings. On surfaces intended to support floor coverings, remove defects, which might show through covering, by grinding. 3. Provide "F-Number System" trowel finish at locations indicated on Drawings. a 3.18 BONDED CONCRETE TOPPING AND FILL A. Surface Preparation: 1. Protect raked, base-slab finish from contamination until time of topping. Mechanically remove oil, grease, asphalt, paint, clay stains or other contaminants, leaving clean surface. 2. Prior to placement of topping or fill, thoroughly dampen roughened slab surface and leave free of standing water. Immediately before topping or fill is placed, scrub coat of bonding grout into surface. Do not allow grout to set or dry before topping or fill is placed. B. Concrete Fill: 1. Where concrete fill intersects a wall surface at an angle steeper than 45 degrees from vertical, provide a 1.5-inch deep keyway in the wall at the point of intersection; size keyway so that no portion of the concrete fill is less than 1.5 inches thick. Form keyway in new walls; create by saw cutting the top and bottom lines and chipping in existing walls. 2. Apply wood float finish to surfaces of concrete fill. 3. Provide concrete fill at locations shown on Drawings. C. Bonded Concrete Topping in Bottom of Clarifiers and Thickeners: a 1. Minimum thickness of concrete topping: 1 inch. Maximum thickness when swept in by clarifier and thickener equipment: 3 inches. 2. Compact topping and fill by rolling or tamping, bring to established grade, ,., and float. Topping grout placed on sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement. Coat surface with evaporation retardant as needed between finishing operations to prevent plastic shrinkage cracks. 3. Screed topping to true surface using installed equipment. Protect equipment from damage during sweeping-in process. Perform sweeping-in process under supervision of equipment manufacturer':, factory representative. After topping has been screeded, apply wood float finish. a 11-28 a During finishing, do not apply water, dry cement or mixture of dry cement and sand to the surface. 4. As soon as topping or fill finishing is completed, coat surface with curing compound. After the topping is set and sufficiently hard in clarifiers and where required by the Engineer, fill the tank with sufficient water to cover the entire floor for 14 days. 5. Provide bonded concrete topping in bottom of all clarifiers and thickeners. 3.19 EPDXY PENETRATING SEALER A. Surfaces to receive epoxy penetrating sealer: Apply wood float finish. Clean surface and apply sealer in compliance with manufacturer's instructions. B. Rooms with concrete curbs or bases: Continue application of floor coating on curb or base to its juncture with masonry wall. Rooms with solid concrete walls or wainscots: Apply minimum 2-inch-high coverage of floor coating on vertical surface. C. Mask walls, doors, frames and similar surface to prevent floor coating contact. D. When coving floor coating up vertical concrete walls, curbs, bases or wainscots, use masking tape or other suitable material to keep a neat level edge at top of cove. E. Provide epoxy penetrating sealer at locations indicated on Drawings. 3.20 EPDXY FLOOR TOPPING A. Surfaces to receive epoxy floor topping: Apply wood float finish unless recommended otherwise by epoxy floor topping manufacturer. Clean surface and apply epoxy floor topping in compliance with manufacturer's recommendations and instructions. Thickness of topping: 1/8 inch. B. Rooms with concrete curbs or bases: Continue application of floor coating on curb or base to its juncture with masonry wall. Rooms with solid concrete walls or wainscots: apply 2-inch-high coverage of floor coating on vertical surface. C. Mask walls, doors, frames and similar surfaces to prevent floor coating contact. ,., D. When coving floor coating up vertical concrete walls, curbs, bases or wainscots, use masking tape or other suitable material to keep a neat level edge at top of cove. E. Finished surface shall be free of trowel marks and dimples. F. Provide epoxy floor topping at locations indicated on Drawings. 11-29 S 3.21 SEALER/DUSTPROOFER A. Where sealer or sealer/dustproofer is indicated on Drawings,just prior to completion of construction, apply coat of specified clear sealer/dust proofing compound to exposed interior concrete floors in accordance with manufacturer's instructions. 3.22 NONSLIP FINISH A. Apply float finish as specified. Apply two-thirds of required abrasive aggregate by method that ensures even coverage without segregation and re-float. Apply remainder of abrasive aggregate at right angles to first application, using heavier application of aggregate in areas not sufficiently covered by first application. Re- float after second application of aggregate and complete operations with troweled finish. Perform finishing operations in a manner that will allow the abrasive aggregate to be exposed and not covered with cement paste. B. Provide nonslip finish at locations indicated on Drawings. 3.23 FIELD QUALITY CONTROL 1. Field inspection and testing will be performed in accordance with ACI 301 and these specifications. 2. Provide free access to Work and cooperate with appointed firm. 3. Submit proposed mix design to inspection and testing firm for review prior to commencement of Work. 4. Tests of cement and aggregates may be performed to ensure conformance with specified requirements. 5. Three concrete test cylinders will be taken for every 50 cu yds or less of concrete. 6. One additional test cylinder will be taken during cold weather concreting, cured on job site under same conditions as concrete it represents. 7. One slump test will be taken for each set of test cylinders taken. r S. Provide the results of alkalinity tests of concrete used in sanitary structures. Provide one test for each structure. These tests shall be performed by an independent testing laboratory. Perform the test on the concrete covering reinforcing steel on the inside of the pipe or structure. Alkalinity tests are to be in accordance with Encyclopedia of Industrial Chemical Analysis, Vol. 15,Page 230, Interscience Publishers Division,John Wiley and Sons. 3.24 PATCHING 11-30 A. Allow Engineer to inspect concrete surfaces immediately upon removal of forms. B. Excessive honeycomb or embedded debris in concrete is not acceptable. Notify Engineer upon discovery. C. Patch imperfections in accordance with ACI 301. 3.25 DEFECTIVE CONCRETE A. Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements. B. Repair or replacement of defective concrete will be determined by the Engineer. C. Do not patch, fill, touch-up, repair, or replace exposed concrete except upon express direction of Engineer for each individual area. 3.26 CURING A. Comply with ACI 308. Cure by preventing loss of moisture, rapid temperature change and mechanical injury for a period of 7 curing days when Type II or IP cement has been used and for 3 curing days when Type III cement has been used. Start curing as soon as free water has disappeared from the concrete surface after placing and finishing. A curing day is any calendar day in which the temperature is above 50 degrees F for at least 19 hours. Colder days may be counted if air temperature adjacent to concrete is maintained above 50 degrees F. In continued cold weather, when artificial heat is not provided, removal of forms and shoring may be permitted at the end of calendar days equal to twice the required number of curing days. However, leave soffit forms and shores in place until concrete has reached the specified 28-day strength, unless directed otherwise by the Engineer. B. Cure formed surfaces not requiring rub-finished surface by leaving forms in place for the full curing period. Keep wood forms wet during the curing period. Add water as needed for other types of forms. Or, at Contractor's option, forms may be removed after 2 days and curing compound applied. C. Rubbed Finish: 1. At formed surfaces requiring rubbed finish, remove forms as soon as practicable without damaging the surface. 2. After rub-finish operations are complete, continue curing formed surfaces by using either approved curing/sealing compounds or moist cotton mats until normal curing period is complete. D. Unformed Surfaces: Cure by membrane curing compound method. 1. After concrete has received a final finish and surplus water sheen has disappeared, immediately seal surface with a u.uform coating of approved curing compound, applied at the rate of coverage recommended by 11-31 • a manufacturer or as directed by the Engineer. Do not apply less than 1 gallon per 180 square feet of area. Provide satisfactory means to properly control and check rate of application of the compound. 2. Thoroughly agitate the compound during use and apply by means of approved mechanical power pressure sprayers equipped with atomizing nozzles. For application on small miscellaneous items, hand-powered spray equipment may be used. Prevent loss of compound between nozzle and concrete surface during spraying operations. s 3. Do not apply compound to a dry surface. If concrete surface has become dry, thoroughly moisten surface immediately prior to application. At locations where coating shows discontinuities, pinholes or other defects, or if rain falls on a newly coated surface before film has dried sufficiently to resist damage, apply an additional coat of compound at the specified rate of coverage. 3.27 CURING MASS CONCRETE A. Observe the following additional restrictions when curing mass concrete. 1. Minimum curing period: 2 weeks. 2. When ambient air temperature falls below 32 degrees F, protect surface of concrete against freezing. 3. Do not use steam or other curing methods that will add heat to concrete. 4. Keep forms and exposed concrete continuously wet for at least the first 48 hours after placing, and whenever surrounding air temperature is above 90 degrees F during final curing period. 5. During 2-week curing period, provide necessary controls to prevent ambient air temperature immediately adjacent to concrete from falling more than 30 degrees F in 24 hours. 3.28 REMOVAL OF FORMS A. Time Limits: 1. When repair of surface defects or finishing is required before concrete is aged, forms on vertical surfaces may be removed as soon as concrete has hardened sufficiently to resist damage from removal operations. 2. Remove top forms on sloping surfaces of concrete as soon as concrete has attained sufficient stiffness to prevent sagging. Loosen wood forms for wall openings as soon as this can be accomplished without damage to concrete. Leave formwork for water-retaining structures in place for at least 2 days. Formwork for non-water-retaining columns, walls, sides of beams and other formwork components not supporting weight of concrete may be removed after 12 hours, provided concrete has hardened a sufficiently to resist damage from removal operations, and provided removal of forms will not disturb members supporting weight of concrete. 3. Forms and shoring supporting weight of concrete or construction loads: Leave in place until concrete has reached minimum strength specified for removal of forms and shoring. Do not remove such forms in less than 4 a 11-32 days. B. Circular Paper or Spiral Tube Forms: Follow manufacturer's directions for form removal. Take necessary precautions to prevent damage to concrete surface. When removal is done before completion of curing time, replace form, tie in place and seal to retard escape of moisture. C. Removal Strength: 1. Control Tests: Suitable strength-control tests will be required as evidence that concrete has attained specified strength for removal of formwork or shoring supporting weight of concrete in beams, slabs and other structural members. Furnish test cylinders and data to verify strength for early form removal. 1. Field-cured Test Cylinders: When field-cured test cylinders reach specified removal strength, formwork or shoring may be removed from respective concrete placements. b. Laboratory-cured Test Cylinders: When concrete has been cured as specified for structural concrete for same time period required by laboratory-cured cylinders to reach specified strength, formwork or shoring may be removed from respective concrete placements. Determine length of time that concrete has been cured by totaling the days or fractions of days, not necessarily consecutive, during which air temperature surrounding concrete is above 50 degrees F and concrete has been damp or thoroughly sealed against evaporation and loss of moisture. 2. Compressive Strengths: The minimum concrete compressive strength for removal of formwork supporting weight of concrete is 75 percent of specified minimum 28-day strength for class of concrete involved. 3.29 RESHORING A. When reshoring is permitted, plan operations in advance and obtain the Engineer's •- approval of such operations. While reshoring is under way, keep live load off new construction. Do not permit concrete in any beam, slab, column or other structural member to be subjected to combined dead and construction loads in excess of loads permitted for developed concrete strength at time of reshoring. B. Place reshores as soon as practicable after form-stripping operations are complete but in no case later than end of day on which stripping occurs. Tighten reshores to carry required loads without over stressing construction. Leave reshores in place until tests representative of concrete being supported have reached specified strength at time of removal of formwork supporting weight of concrete. C. Floors supporting shores under newly-placed concrete: Leave original supporting shores in place, or re-shore. Locate reshores directly under shore position above. Extend reshoring over a sufficient number of stories to distribute weight of newly- placed concrete, forms and construction live loads in such manner that design 11-33 superimposed loads of floors supporting shores are not exceeded. 3.30 FORM REUSE A. Do not reuse forms that are worn or damaged beyond repair. Thoroughly clean and recoat forms before reuse. For wood and plywood forms to be used for exposed smooth finish, sand or otherwise dress concrete contact surface to original condition or provide form liner facing material. For metal forms, straighten, remove dents and clean to return forms to original condition. a a a a a a a a a a a 11-34 a TABLE 03100A TOLERANCES FOR FORMED SURFACES CONCRETE IN BUILDINGS** 1 FOR ANY FOR ANY MAXIMUM 10-FOOT 20-FOOT FOR ENTIRE VARIATION LENGTH LENGTH OR DIMENSION FROM VARIATION IN ANY BAY PLUMB OR Lines And Surfaces of Columns.Piers.Walls And Arises 1/4" — 1" SPECIFIED BATTER Exposed Corner Columns.Control Joint Grooves,And Other Conspicuous Lines — 1/4" 1/2" LEVEL OR Slab Soffit,Ceilings,Beam Soffit,And Arises(Measured Before SPECIFIED Removal of Shores) 1/4" 3/8" 3/4" GRADE Exposed Lintels.Sills,Parapets,Horizontal Grooves And Other Conspicuous Lines — 1/4" 1/2" DRAWING Position of Linear Building Lines,Columns,Walls.And Partitions — 1/2" 1" DIMENSIONS Size And Location of Sleeves,Floor Openings And Wall Openings -- — +1/4" Cross Section of Columns.Beams.Slabs,And Walls — — +1/2".-1/4" Footings*in Plan — — +2",-1/2" Footing Misplacement or Eccentricity in Direction of Error(The 2%OF Lesser Of) — — WIDTH OR 2" Footing Thickness Decrease — — 5% Footing Thickness Increase — — NO LIMIT Step Rise in Flight of Stairs — — ±1/8" Step Tread in Flight of Stairs — — +1/4" Consecutive Step Rise — — +1/16" Consecutive Step Tread — — 1/8" r *Footing tolerances apply to concrete dimensions only,not to positioning of vertical reinforcing steel, dowels,or embedded items. ** Includes water and wastewater process structures. I II I I I F 11-35 I TABLE 03100E TOLERANCES FOR FORMED SURFACES CONCRETE IN BRIDGES,WHARVES AND MARINE STRUCTURES VARIATION ,. FROM VARIATION IN MAXIMUM PLUMB OR SURFACES OF COLUMNS,PIERS AND 1/2"in 10' SPECIFIED BATTER WALLS em LEVEL OR TOP SURFACES OF SLABS See Section 03345 SPECIFIED GRADE TOP SURFACES OF CURBS AND ea RAILINGS 3/16"in 10' DRAWING CROSS SECTION OF COLUMNS,CAPS, DIMENSIONS WALLS,BEAMS AND SIMILAR MEMBERS +1/2",-1/4" THICKNESS OF DECK SLABS -1/4".-1/8" SIZE AND LOCATION OF SLAB AND WALL OPENINGS ± 1/2" FOOTINGS IN PLAN +2",-1/2" FOOTING MISPLACEMENT OR 45. ECCENTRICITY IN DIRECTION OF ERROR(THE LESSER OF) 2°'a of WIDTH OR 2" FOOTING THICKNESS DECREASE 5°-a FOOTING THICKNESS INCREASE NO LIMIT STEP RISE IN FLIGHT OF STAIRS STEP TREAD IN FLIGHT OF STAIRS --1/4" CONSECUTIVE STEP RISE _1/16" CONSECUTIVE STEP TREAD _1/8" i 3.31 PROTECTION a A. Protect concrete against damage until final acceptance by the Owner. B. Protect fresh concrete from damage due to rain, hail, sleet or snow. Provide such protection while the concrete is still plastic and whenever such precipitation is imminent or occurring. C. Do not backfill around concrete structures or subject them to design loadings until all components of the structure needed to resist the loading are complete and have reached the specified 28-day compressive strength, except as authorized otherwise by the Engineer. END OF SECTION ,�, 11-36 ITEM 12 INSTALLATION OF PRECAST CONCRETE MANHOLE, 5'x8' BOX CULVERT, REINFORCED CONCRETE PIPE, FLAP GATE, AND HANDRAIL F 1. 1 Nature of Work Ir (1) Scope: The Contractor shall furnish all superintendence, labor, Ir materials, supplies, machinery, tools, equipment, and all other facilities necessary for the completion of this item including but not limited to removing obstructions, excavating the trench; protecting adjoining property of irpublic utility corporations; sheeting, bracing and supporting the adjoining ground or structures where necessary; handling all drainage or ground water; Ir replacing all damaged drains, sewers or other structures; backfilling the trenches; replacing grass, shrubs, and other surface vegetation; restoring surfaces to condition equal to that prior to beginning the work; maintaining Ir other surface over the trench; hauling all surplus or removed materials belonging to the Owner to his storage yard; disposal of all excess and waste material at no cost to the Owner; and any other services and facilities irnecessary for completing the work in the time limit specified in the contract unless specifically stated to the contrary in these specifications. I 1. 2 Contract Documents Ir (1) These Technical Specifications form a part of the contract special I conditions documents as enumerated in the bid proposal and in the general conditions and Standard Form of Agreement between Owner and Contractor. (2) Contract drawings: The information appearing on the drawings has been obtained from aerial maps, field surveys of Walsh Surveying, and from Ir records of the public utility corporations. The drawings have been carefully prepared and all available information shown, but the Contractor must satisfy himself as to the actual conditions to be encountered as neither the Owner nor Ir the Engineer is to be held responsible for the accuracy or completeness of plans showing physical features or lines of utilities. No attempt has been If made to show all utility and service lines of sewer, water, telephone, electric or gas mains. Ir 1 I 1. 3 Materials (1) All materials and equipment incorporated into the work shall be as shown on the drawings and as called for in these technical specifications. (2) Materials Furnished by Owner: None except those specified in Ir "Instructions to Bidders". r (3) Contractor' s Responsibility for Materials: (a) Responsibility for Materials Furnished by Contractor: The Contractor shall be responsible for all materials furnished by him. All such material which is defective in manufacture or has been damaged in transit or has been damaged after delivery shall be replaced by the Contractor at his expense. (b) The Contractor' s responsibility for material furnished by the Owner shall begin upon Contractor' s acceptance at the point of delivery to him. All such material shall be examined, and material defective in manufacture and/or otherwise damaged shall be rejected by the Contractor at the time and place of delivery to him and replaced by the Owner. Material Vfurnished by the Owner which is accepted by the Contractor, but which is discovered, prior to final acceptance of the work, (1) to be defective in I manufacture, shall be replaced by the Owner, (2) to have been damaged before or after acceptance by the Contractor, shall be replaced by the Contractor. Once accepted by the Contractor at the point of delivery to him all defective 1/1 and/or damaged material discovered prior to final acceptance of the work shall be removed by the Contractor and he shall install, at his own expense, the I material replaced, in its stead, by the Owner or Contractor, in such case the Contractor shall furnish all labor, equipment, and material incidental to replacement and necessary for the completion of the work to the satisfaction Irof the Engineer. (c) Responsibility for Safe Storage: The Contractor shall be Ir responsible for the safe storage of all material furnished to or by him and accepted by him until it has been incorporated in the completed project. I I Ir 2 V F (d) Specifications for Precast Concrete Manhole, 5'x8' Box Culvert, Reinforced Concrete Pipe, Flap Gate and Handrail: Precast Concrete Manhole F For complete "CONCRETE MANHOLE AND ACCESSORIES" specifications, see ITEM 13. The precast concrete manhole, manhole cover, and bottom slab drawing details are shown in the Construction Drawings. IrSubmit manhole manufacturer's data and details of the following items for approval: If 1. Shop drawings of manhole sections, cover and base units and construction details, including reinforcement, jointing methods, materials, and dimensions. 2. Materials to be used in fabricating drop connections. 3. Material to be used for pipe connections at manhole P 4. walls. Material to be used for non-shrink epoxy grout I/ Manhole shall be protected from damage until work has been finally accepted. Damage to manhole shall be repaired at no additional cost to the I/ City. 5'x8' Box Culvert This precast reinforced concrete box culvert shall have an inside dimension of 8 feet horizontal and 5 feet vertical. The average wall thickness shall be 8 Ifinches, each section length shall be 4 feet, and 2" lift hole shall be provided at the center line of each section. Reinforced concrete cover shall be 2" at the top and 1" for all sides. This culvert shall be designed to withstand a maximum fill height of 8 feet and shall be manufactured in accordance with the requirements of ASTM C789(AASHTO M259) and ASTM I/ C850(AASHTO M259) specifications. Joints of this precast box section shall be tongue and groove joints and joint material between section shall be preformed flexible mastic joint compound or pre-formed mastic strip gasket per Federal Spec. SS-S-210A. The plan and profile drawing details of this box culvert and its associated concrete structures are shown in the Construction Drawings. I r 1 3 If a Reinforced Concrete Pipe The reinforced concrete pipe drawing details are in the Construction Drawings. Reinforced concrete pipe shall be Bell & Spigot Type of pipe with gasket and shall meet ASTM C-76 CLIII specifications. The pipe shall be furnished complete with gaskets, grout bands and lubricant required for proper installation and completion of the line. The pipe shall at all times be handled with equipment designed to prevent damage to the joints, or to the .. inside or outside surfaces of the pipe. The bottom of the trench shall be excavated to proper line and grade, shall be free of rocks, and shall provide a uniform bearing for the full length of the pipe barrel. A suitable excavation should be made at each end of the pipe to allow for the larger bell and to permit installation of the grout band. Both the bell and spigot of the pipe sections to be joined shall be cleaned just prior to joining. A thin layer of lubricant shall be applied to the surfaces of the bell, spigot and gasket. The pipe lowered into the trench should be supported so the joining effort is a straight pull-in motion. The position of the gasket should be checked and if it is not in place, the joint must be taken apart and re-laid using a new gasket. The contractor shall apply a butyl rubber mastic joint filler to the spigot end or bell socket prior to joining the pipe such that •• the mastic squeezes out and fills the interior joint recess. Flap Gate Flap Gate shall be automatic drainage gate made of cast iron frame and cover. It shall be provided with galvanized steel taper setting collar for mounting to the 36" reinforced concrete pipe designed to ten foot seating head. The frame and cover are made of heavy duty arched cast iron design. Steel angle link shall be used to absorb unbalanced side shock and are balanced-pivoted on bronze bushings. A 2. 5 degree seat shall be provided to eliminate special pipe cuts or section and also to prevent the gate from standing open due to slight sagging or settling. This Flap Gate shall be Waterman F-25 Drainage Gate by Waterman Industries, Inc. or its approved equal. Flap Gate drawing details are shown in the Construction Drawings. a 4 Handrail Handrail shall be 2" aluminum anodized mill finish with a minimum thickness of 10 micrometers including all components. Extruded posts, rails, and connectors shall be aluminum alloy 6063-T6 and all screws, nuts, washers, and Ir bolts shall be grade 304 stainless steel. Bolts shall be M16 and fully threaded. All extrusion cuts shall be clean and straight, free of burrs and nicks. The contractor shall use all precautions necessary to protect the I! finish from unsightly scratches, dents and water stain during storage, transport, assembly and installation. Bolts, nuts, and rivets shall be tightened to produce rigid assembly and handrail posts grouted into concrete shall have weep hole. 1, Standard handrail post spacing shall not exceed 6 feet and 3. 5 feet in height. Storage of this aluminum material shall be away from moisture sources and T shall be covered. Welding shall be fillet welds of quality B as required by SAA Aluminum Welding Code AS1665-1992 using 5356 alloy filler rod. I/ The railing assembly and attachments shall resists a concentrated load of 200 pounds in any direction and a uniform load of 50 pounds per lineal foot applied to the horizontal rails in any direction. Railings shall be provided Ifwith three horizontal rails and a 4" high toe board. The top rail shall be at least 42" above the adjacent walking surface and the toe board shall be !6" I above the walking surface. The toe board shall be galvanized steel plate connected to each railing post with a minimum of two fasteners in horizontal slotted holes. If 1. 4 Inspection 1) Inspection of Material at Factory: If requested in writing by the Owner, all material shall be inspected and approved by a representative of the Owner at the Manufacturer' s plant before shipment. (2) Inspection of Material at Delivery Point: When received from the 11 carrier and at the time of unloading, the Contractor shall inspect all pipe and accessories for loss or damage in transit. No shipment of materials should be accepted by the Contractor unless proper exceptions are made on the receipt obtained by the carrier, at the time of delivery, as to loss and/or damage. I Ir 5 I if 111 (3) Disposition of Defective Material: All material found during the progress of the work to have cracks, flaws, or other defects will be rejected by the Engineer or his authorized representative and the Contractor shall I! promptly remove such defective material from the site of the work. 1. 5 Handling of Pipe, Manhole, Box Culvert, Flap Gate and Handrail (1) Handling: Pipe, manhole, Box Culvert, Flap Gate and Handrail shall, unless contrary instructions are received, be unloaded at the point of delivery, hauled to, and distributed at, the site of the project or to an approved storage yard, by the Contractor. The contractor shall be responsible for acquiring all storage and lay down space the project requires. Material If shall at all times be handled with care to avoid damage. Pipe, manhole and its appurtenances delivered to storage yards must be stacked at designated locations until it is removed to the site of the project by the Contractor. IrWhether moved by hand, skid ways or hoists, materials shall not be dropped, or bumped against pipe, manhole or its appurtenances already on the ground or against any other object on the ground. 1, (2) Distribution at Site of Work: In distributing material at the If site of the work, each piece shall be unloaded opposite or near the place where it is to be laid in the trench. The pipe, manhole and its accessories shall be placed off the ground at locations that will not interfere with the Ifpublic use of streets, sidewalks and driveways. If (3) Care of Pipe, Box Culvert, Flap Gate, Manhole and Handrail: (a) Material Kept Clean: The interior of all pipe, culvert, manhole and handrail shall be kept free from dirt and other foreign matter at all irtimes. The pipe shall be placed in such a manner that no dirt, storm or other water or other foreign matter will enter the pipe. If such matter should If enter the pipe, it must be removed from the pipe by the Contractor prior to placing the pipe in the trench. (b) Damaged Pipe, Box Culvert, Flap Gate, Manhole and Handrail: These material shall be handled in such a manner as to avoid damage. If damaged sections cannot be cut out or repaired to the Engineer' s satisfaction, .s they shall be replaced. The replacement or repair of damaged material, all salvage operations and hauling replacements from the storage yard will be at the Contractor' s expense. 6 0. F 1. 6 Lines and Grades ir (1) Layout and Staking: Contractor' s Responsibility: Working from the drawings, the Contractor will do and be responsible for all field layout, ir offsets, elevations, and staking required to establish lines and grades for his construction operations. He will provide such field engineering employees at his expense as may be required to insure the accurate performance of this irwork, and the Contractor shall be completely liable for the cost of correcting any and all errors or deficiencies resulting from said field layout and staking by his employees. (a) Information Furnished by the Owner: 1) Base Line 2) Bench Mark (2) Maintenance of Line and Grade: All pipe and the manhole shall be laid and maintained to the required lines and grades. (a) Deviation with Engineer' s Consent: No deviation shall be made from the required line or grade except with the written consent of the !10) Engineer. If (3) Subsurface Exploration: Whenever necessary to determine the location of existing underground utility structures, the Contractor, after an examination of available records and upon the direction of the Engineer, shall If make all explorations and excavations for such purpose. The expense of any necessary change in grade or alignment must be borne by the Contractor if these precautions are not taken. (a) Obstructions Caused by Other Utility Structures: Where the grade or alignment of the pipe is obstructed by existing utility If structures such as conduits, ducts, pipes, poles, branch connections to main sewers, or main drains, the obstruction shall be permanently protected, supported, relocated, removed or reconstructed by the Contractor in cooperation with Owners of such utility structures. Ir (4) Should it become necessary to lower or raise the grade to permit the pipe to pass under or over an obstruction after the trench has been excavated to the grade shown on the profile or designated by the Engineer, then the compensation for this additional or reduced work will be on the basis of the unit price bid for extra excavation. The same means of computing extra compensation shall apply to changes in alignment, after the trench has been 1 excavated to the previously indicated grade and alignment, and for excavating earth or rocks which are unsatisfactory for supporting the pipe. 1 7 V F F 1. 7 Excavation (1) All excavation shall be by the open trench method unless boring or tunnels are shown on the plans or ordered by the Engineer. Note: No excavation or trenching shall commence until all equipment, labor, materials, and supplies needed to lay the lines and accessories are in place ready for Ir installation. Ir (2) Barricades, Guards, and Safety Provisions: To protect persons from injury and to avoid property damage, adequate barricades, construction signs, torches, red lanterns and guards as required shall be placed and 111 maintained during the progress of the construction work and until it is safe for traffic to use the trenched roadway. Whenever required, watchmen shall be provided to prevent accidents. Rules and regulations of the local authorities regarding safety provisions shall be observed. Ir (3) Utility Controls: (a) Extra compensation shall be on the basis of unit bid prices and all materials shall be salvaged at full values whenever the Engineer considers ifsame satisfactory for use as trench sheeting or bracing. If (4) Property Protection: Trees, fences, poles, and all other property shall be protected unless their removal is authorized. All grass along improved property, shrubs, or small trees which are removed must be stored and later replanted. All trees adjacent to the trench must be protected and trees must not be cut unless permission, in writing, is granted. I (a) The Contractor shall be responsible for all structures above or below the ground that are in any way affected by the work. (b) Where ordered by the Engineer, any pipe or conduit of a public I/ utility corporation crossing a trench must be supported by a beam built by the Contractor. Materials and labor required for the construction of such beams Ir will be paid for as extra work at the unit prices bid for such work. All concrete for beams must be made with High Early Strength cement. Under usual conditions, this beam will extend from a point on either side of the trench 1/ which will permit the satisfactory bearing of the ends and will extend across the trench. The beam shall be of reinforced concrete construction, of such Ir dimensions as the Engineer may specify so as to properly support the service line and the concrete shall be of Class 2000. All timber forms shall be left in place. 1r 8 F I! Ir (5) Manner of Piling Excavated Material: All excavated material shall be piled in a manner that will not endanger the work and will avoid obstructing sidewalks and driveways. Gutters and ditches shall be kept clear or other satisfactory provisions made for areas and street drainage. F (6) Open Trench Excavation: (a) The trench shall be dug to the required alignment and depth shown on the Contract Drawings for a distance of at least two full lengths of pipe in advance of the last made-up joint at all times. The trench shall be braced and drained when necessary so that the workmen may work therein safely and efficiently. (b) Where the use of trench-digging machinery will cause damage to /, trees, buildings or existing structures above or below the ground, hand excavation shall be employed to avoid such damage. (c) All gravel, shell, or rock roadway surfaces shall be scarified and the material placed at such locations as not to become mixed with the spoil. Should the Contractor neglect to properly scarify the surface or to protect If the material after it has been removed from the roadway, then the Engineer will order the material replaced at the expense of the Contractor. I (d) Trench Width: Ir 1) The minimum clear width of un-sheeted or sheeted trench measured at the horizontal diameter of the pipe and manhole shall be 18 inches, or one foot greater than the outside diameter of the barrel of the 1/1 pipe, whichever is greater. The maximum clear width of trench at the top of the pipe shall be not more than the outside diameter of the barrel of the pipe plus two feet. Greater width of trench at the top of the pipe shall be Irpermitted only on written approval by the Engineer. 2) The trench width at the ground surface may vary with, and depend upon, its depth and the nature of the ground encountered, but shall not be less than that at the bottom of the trench. Should the Contractor cut a ditch of greater width along or across improved streets than the maximum widths listed below, he will not receive extra compensation for furnishing and placing shell or gravel in the additional width of the trench. When cuts of V excess width are made along or across paved streets, then the extra cost to the Owner on account of the excess width of the trench will be deducted from the Contractor' s estimate. If 9 i I (e) Braced and Sheeted Trenches: Wherever necessary to prevent violation of established safety rules, especially OSHA, caving, trench excavations in sand, gravel, sandy soil, or other unstable material shall be adequately sheeted and braced. Where sheeting and bracing are used, the trench width shall not be less than that specified in Section G. 7. e. As backfill is placed, the sheeting shall be withdrawn in increments not exceeding 1 foot and the void left by the withdrawn sheeting shall be filled and compacted. 1) The material that is to be left in the trench will be specified by the Engineer. When solid sheeting is required, the timber shall be cut off eighteen inches below the surface of the ground before backfilling the trench and the length of timber for which the Contractor will receive ircompensation will be considered as extending to within six (6) inches of the surface of the ground. For other types of braces and sheeting, the Contractor will be paid for the actual amount of timber ordered left in the trench. 2) The maximum amount of timber in any section of the trench for which the Contractor will receive compensation will be two (2) board feet Irfor each square foot of surface on the sides of the trench considering that the depth of the trench is the distance from the surface of the ground to the r bottom of the trench less six (6) inches. 3) Timber of quality equivalent to new wood of grade #3 with finished or unfinished surfaces shall be furnished for all bracing or I/ sheeting. (f) Pipe and Manhole Foundation of Stable Soil: The pipe or manhole shall be laid in cement-stabilized sand, as shown in the drawing or as directed by the Engineer, on firm soil cut true and even to afford bearing for the full length of the barrel of the pipe and manhole, as specified in typical detail. 1) Correction of Faulty Grade: Any part of the trench excavated below grade shall be corrected with thoroughly compacted material fapproved by the Engineer. (g) Pipe and Manhole Foundation on Unstable Soil: When the bottom V uncovered at grade is soft and, in the opinion of the Engineer, cannot support the pipe or manhole, a further depth shall be excavated and refilled to pipe or manhole foundation grade with thoroughly compacted material, or shall be Irlaid on permanent blocking or by other means employed as required by the Engineer. I 1 10 I r Ir1. 8 Preparation of Trench Bottom (1) Method of Preparation: As directed by the Engineer or shown on Plans, the pipe or manhole shall be either laid directly on the trench bottom, Ir or on cement-stabilized sand bedding as shown in plans, or on earth mounds, or on blocks. No pipe or manhole shall be laid in trenches whose bottoms are frozen or flooded. 1/1 (2) After the trench has been carefully graded, same must receive the pP approval of the Engineer before the pipe or manhole is placed therein. (3) Pipe Laid on Trench Bottom: Pipe shall be laid directly on a pPtrench bottom containing bell or coupling holes and shaped to provide continuous contact with the pipe between bell or coupling holes. Ir (a) Bell or Coupling Holes: Prior to lowering pipe into the trench a bell or coupling hole shall be dug in the trench bottom having a length, width, and depth, as specified by the Engineer, to allow assembly and to pPprevent the coupling from resting on the coupling hole bottom. (b) Shaping Trench Bottom: Prior to lowering pipe into the trench, If the trench bottom between bell or coupling holes shall be made flat and cut true and even to grade so as to provide continuous contact of the trench bottom with the pipe. Ir (4) Pipe Laid on Sand Bedding: Pipe shall be laid on sand bedding to the thickness as called for on plans. I! (5) Pipe Laid on Earth Mounds: If called for on the plans, the pipe I shall be laid on earth mounds of a size adequate to hold pipe in alignment and to maintain a 2-inch minimum clearance from coupling to undisturbed trench bottom as required. Earth mounds shall be of selected, damp backfill material pP tamped in place. (a) Number of Mounds: Each pipe shall be laid on two mounds with I center of each mound placed one-fifth of the pipe length from each end. (b) Clearance Under Pipe Line: The trench shall be excavated a minimum of 2 inches below the grade of the bottom of the outside diameter of the couplings and high spots between couplings shall be leveled so as to maintain a minimum of 2 inches under the pipe barrel. The earth mounds shall 1r be tamped firmly in place and carried to a height which will allow for placement of the pipe so as to maintain, prior to backfilling, a minimum clearance of 2 inches between the trench bottom and the pipe and coupling. 1 11 F If r Ir (6) Pipe Laid on Wood Blocks: Pipe shall be laid temporarily on wood blocking and held in correct alignment by wood wedges placed transversely to r the line of pipe. Blocking and wedges shall be cut from sound lumber. After assembly of the couplings, and as backfilling progresses as specified in Section S all blocking on pipe sizes 12 inches and smaller shall be removed, Irunless otherwise directed by the Engineer. (a) Dimension Schedule: The dimensions of wood blocks and wedges shall conform to a schedule to be supplied by the Engineer. (b) Number of Blocks: Each pipe shall be laid on two wood blocks with center of each block placed one-fifth of the pipe length from each end. Short lengths entering the bells of cast iron fittings shall have one block placed one-fifth of the pipe length from the coupling end. (c) Alignment and Grade: Blocks shall be bedded firmly to provide uniform bearing and shall be level across the bottom of the trench. The rtrench shall be excavated so as to allow a minimum of 1-3/4 inch below the pipe barrel, and at the coupling area, a minimum of 1-3/4 inch below the 111 coupling. OD 1. 9 Hours for Laying Outfall Pipe and Installing Manhole. The regular hours for laying outfall pipe and installing manhole shall be from 7:30 a. m. to 4:30 p. m. Monday thru Friday except legal holidays. No pipe or manhole shall be placed in the trench, nor any pipe jointed, outside of these hours. This provision does not in any way prohibit the Contractor from excavating the trench or doing other types of work which do not require I the presence of the Engineer, but all work done outside of the stated hours will be at the risk of the Contractor. The Engineer will permit the Contractor to lay pipe and manhole outside of the regular hours should I conditions warrant such an order. Overtime pay by the Contractor for inspector's time outside regular work hours will be required. I ir 12 I I V Ir1. 10 Lowering Pipe, Manhole and Its Accessories Into Trench. (1) General: Proper implements, tools, and facilities satisfactory to I the Engineer shall be provided and used by the Contractor for the safe and efficient execution of the work. Under no circumstances shall pipe, manhole and its appurtenances be dropped or dumped into the trench. Ir Ir (2) Inspection of Pipe, Manhole and Its Appurtenances: The pipe, manhole and its accessories shall be inspected for defects prior to lowering into trench. Any defective, damaged, or unsound pipe, manhole and its Irappurtenances shall be repaired or replaced. 111 (3) Pipe Kept Clean: All foreign matter or dirt shall he removed from the interior of pipe before lowering into position in the trench. Pipe shall be kept clean by means approved by the Engineer during and after laying. V ir1. 11 Laying Pipe. (1) Cutting Pipes: The cutting of pipe shall be cut in a manner ir approved by the Engineer. Regardless of the method employed, each cut must be smooth and at right angles to the axis of the pipe. Ir (2) Joints: (a) All jointing of pipe, and fittings shall be done in a precise, Ir workmanlike manner, in strict accordance with printed instructions issued by manufacturers of the involved materials, and in conformity with acceptable standard practice as approved by the Engineer. (b) Joints and joint materials shall be as specified for the several types of pipe covered elsewhere in these specifications and as shown in the I proposal. (c) Cleaning Before Jointing: The ends of the pipe to be jointed, the inside of the bell or coupling and the gasket material shall be wiped clean immediately before jointing the pipes. r 1 13 r r I (3) Deflection of Pipe at Joints: Pipe shall not be deflected either vertically or horizontally in excess of that recommended by the manufacturer of the coupling. Ir (4) Unsuitable Conditions for Jointing Pipe: No pipe shall be laid in water or on frozen trench bottom, or when in the opinion of the Engineer the rtrench conditions or the weather are unsuitable for such work. r (5) Preventing Trench Water from Entering Pipe: When pipe laying is not in progress, the open ends of pipe shall be closed by approved means to prevent entrance of trench water into the line. 111 (a) Floating Pipe: Whenever water is excluded from the interior of the pipe adequate backfill shall be deposited on the pipe to prevent floating. Any pipe which has floated shall be removed from the trench and be re-laid as directed by the Engineer. If (6) Should a damaged piece of pipe be placed, the Contractor shall furnish at his expense, all labor and materials required for removing and replacing the defective pipe and restoring the ground to its condition just Ifprior to failure of the pipe. Ir1. 12 Work Orders for Extra Work. IrA standard form work order will be issued by the Engineer immediately before EACH item of authorized extra work. Should such orders not be issued, Ir the Contractor shall file an estimate of the cost of the work with the Engineer within ten (10) days after the completion of same or his claim for extra compensation will be invalid. Extra work performed without the written approval of the Engineer is solely at Contractor's risk. I I r F 14 I 1. 14 Backfilling (1) The method of backfilling pipe trenches shall be as shown in the drawings or as follows: J (a) Sand backfill shall be hand placed and compacted by means of hand or mechanical tamping in layers not exceeding six (6) inches on both sides of the pipe simultaneously, from the top of the embedment material limit as specified, up to the spring line of the pipe. (b) In the unpaved areas, the trench shall be backfilled from the spring line of the pipe to the surface with on-site spoil material as approved by the Engineer. The backfill shall be placed in one foot increments and compacted to 90% standard density by means of hand or mechanical tamping. (2) Surplus Earth: All surplus excavated materials are to be disposed of by the Contractor, unless the Owner directs him to haul same to nearby property. (a) Should the Contractor neglect to keep the excavated material from ir his trenches from mixing with that of other Con- tractors, the Engineer will be the judge as to who is responsible. The irEngineer may order same removed at the expense of the Contractor. (3) Deficiency of Backfill, by Whom Supplied: Any deficiency in the 1, quantity of material for backfilling the trenches or for filling depressions caused by settlement, shall be supplied by the Contractor. 1, (4) Backfill of 5'x 8' box culverts shall be compacted earth backfill. Existing 30" gas line shall be wrapped with neoprene wrap approved by Houston Pipeline Company before backfilling box culverts and pipeline trench. 1. 15 Clean-up and Maintenance. 1r (1) Clean-up Ir (a) Contractor' s equipment, surplus materials, and surplus earth shall be removed from the job and all street surfaces replaced to the satisfaction of the Engineer before the final estimate will be approved. Ir (b) Surplus pipe-line material, tools, and temporary structures shall If be removed by the Contractor. All dirt, rubbish, and excess earth from excavations shall be hauled to a dump provided by the Contractor, and the construction site shall be left clean, to the satisfaction of the Engineer. 1/1 15 I (2) Maintenance: The Contractor shall maintain all parts of the work done under this contract, or in any way affected through the execution of this contract in a satisfactory operating condition during the period of the Maintenance Bond unless it is the opinion of the Engineer that the Contractor was in no way responsible for said unsatisfactory condition. Repairs of all types will be made by the Owner at the expense of the Contractor when it is apparent that the delay in serving notice to the Contractor will cause serious loss or damage. END OF SECTION 16 a a ITEM 13 CONCRETE MANHOLES AND ACCESSORIES 1.0 GENERAL 1.01 SECTION INCLUDES A. Cast-in-Place and Precast Concrete manholes for sanitary and storm sewers. B. Iron castings for manhole frames and covers, inlet frames and grates, catch basin frames and grates, meter vault frames and covers, adjustment rings and extensions. C. Ring grates. 1.02 UNIT PRICES A. Measurement and payment for manholes is on a lump sum basis. 1.03 SUBMITTALS a A. Conform to requirements of these specifications. B. Submit proposed design mix and test data for each type and strength of concrete. a C. Submit manufacturer's data and details of following items for approval: 1. Frames, grates, rings, and covers. 2. Materials to be used in fabricating drop connections. 3. Materials to be used for pipe connections at manhole walls. 4. Materials to be used for stubs and stub plugs. 5. Plugs to be used for sanitary sewer hydrostatic testing. 6. Shop drawings of manhole sections and base units and construction details, including reinforcement,jointing methods, materials and dimensions. 7. Certification from manufacturer that precast manhole design is in full accordance with ASTM C 478 and design criteria as established in paragraph 2.01 E of this specification. 8. Materials and procedures for corrosion-resistant liner and coatings, if required. 9. Manufacturer's data for pre-mix(bag)concrete, if used for channel inverts and benches. — D. Provide shop drawings for fabrication and erection of casting assemblies. Include plans, elevations, sections and connection details. Show anchorage and accessory 13-1 — a items. Include setting drawings for location and installation of castings and anchorage devices. 2.0 PRODUCTS 2.01 CAST-IN-PLACE CONCRETE A. Conform to requirements of Cast-in-Place Concrete. B. Manholes- Class A concrete with minimum compressive strength of 4000 psi unless otherwise indicated on Drawings or approved by the Engineer for use on extra depth units. 2.02 REINFORCING STEEL A. Conform to requirements of Cast-in-Place Concrete. 2.03 PRECAST CONCRETE MANHOLES A. Use manhole sections and base sections conforming to ASTM C 478. Use base riser section with integral floors, unless shown otherwise. Provide adjustment rings which are standard components of the manufacturer of the manhole sections meeting material requirements of ASTM C 478. Mark date of manufacture and name or trademark of manufacturer on inside of barrel. B. Construct barrels for precast manholes from standard reinforced concrete manhole sections unless otherwise indicated on Drawings. Use various lengths of manhole sections in combination to provide the correct height with the fewest joints. Wall sections shall be designed for depth as shown and loading conditions as described in paragraph 2.01 E, but shall not be less than 5 inches thick. Base section shall have a minimum thickness of 12 inches under the invert. C. Provide cone tops to receive cast iron frames and covers, unless indicated otherwise. Use tops designed to support an H-20 loading. D. Design Loading Criteria: The manhole walls, transition slabs, cone tops,and manhole base slab shall be designed by the manufacturer to the requirements of ASTM C 478 for the depth as shown on Drawings and the following design criteria: 1. AASHTO H-20 loading applied to the manhole cover and transmitted down to the transition and base slabs. 2. Unit soil weight of 120 pcf located above all portions of the manhole, including base slab projections. �. 3. Lateral soil pressure based on saturated soil conditions producing an at-rest equivalent fluid pressure of 100 pcf, with soil pressure acting on empty a 13-2 a a manhole. 4. Internal liquid pressure based on a unit weight of 63 pcf, with manhole filled .. with liquid from invert to cover, with no balancing external soil pressure. 5. Dead load of manhole sections fully supported by the transition and base slabs. ais 6. Design additional reinforcing steel to transfer stresses at openings. 7. The minimum clear distance between any two wall penetrations shall be 12 inches or half the diameter of the smaller penetration, whichever is greater. F. Form joints between sections with o-ring gaskets conforming with ASTM C 443. G. Do not incorporate manhole steps in manhole sections. H. Do not use brick masonry in construction of manholes. 2.04 MORTAR A. Conform to requirements of ASTM C 270, Type S using Portland cement. 2.05 MISCELLANEOUS METALS A. Provide cast-iron frames, grates, rings, and covers conforming to requirements ofthis Section. 2.06 DROP CONNECTIONS AND STUBS A. Drop connections and stubs shall conform to the same pipe material requirements used in the main pipe, unless otherwise indicated on the Drawings. 2.07 PIPE CONNECTIONS A. Use resilient connectors conforming to requirements of ASTM C 923. Metallic mechanical devices as defined in ASTM C 923 shall be made of the following materials: 1. External clamps: Type 304 stainless steel 2. Internal, expandable clamps on standard manholes: Type 304 stainless steel, 11 gage minimum. a 3. Internal, expandable clamps on corrosion-resistant manholes: a. Type 316 stainless steel, 11 gage minimum , or b. Type 304 stainless steel, 11 gage minimum, coated with minimum 16 mil fusion-bonded epoxy conforming to AWWA C 213. B. Where rigid joints between pipe and a cast-in-place manhole base are specified or shown on the Drawings, use polyethylene-isoprene waterstop meeting the physical "' 13-3 a property requirements of ASTM C 923, Press-Seal WS Series, or equal. C. Storm sewer pipe connections: 1. Connections acceptable for sanitary sewers. 2. Line pipe grouted in place with mortar. 2.08 SEALANT MATERIALS A. Sealing materials between precast concrete adjustment ring and manhole cover frame shall be Adeka Ultraseal P201, or approved equal. 2.09 CORROSION RESISTANT MANHOLE MATERIALS 1. Where corrosion-resistant manholes or PVC-lined manholes are indicated on the Drawings, provide the following: 1. PVC liner for precast cylindrical manhole section, base sections, and cone sections. B. Seal internal PVC liner at pipe penetrations using manufacturer's recommended methods. 2.10 BACKFILL MATERIALS A. Backfill materials shall conform to the requirements of Plans and Specifications. 2.11 NON-SHRINK GROUT A. For non-shrink grout, use prepackaged, inorganic, flowable, non-gas-liberating,non- - metallic, cement-based grout requiring only the addition of water. It shall meet the requirements of ASTM C 1107 and shall have a minimum 28-day compressive strength of 7000 psi. 2.12 CASTINGS A. Castings for frames, grates, rings and covers shall conform to ASTM A48, Class 30. Provide locking covers if indicated on Drawings. B. Castings shall be capable of withstanding the application of an AASHTO H-20 loading without permanent deformation. C. Fabricate castings to conform to the shapes, dimensions, and with wording or logos shown on the Drawings. D. Castings shall be clean, free from blowholes and other surface imperfections. Cast 13-4 holes in covers shall be clean and symmetrical, free of plugs. 2.13 BEARING SURFACES A. Machine bearing surfaces between covers or grates and their respective frames so that even bearing is provided for any position in which the casting may be seated in the frame. 2.14 SPECIAL FRAMES AND COVERS A. Where indicated on the Drawings, provide watertight manhole frames and covers with a minimum of four bolts and a gasket designed to seal cover to frame. Supply watertight manhole covers and frames, Model R-1916 manufactured by Neenah Foundry Company, Model V-2420 by Vulcan Foundry, or approval equal. 2.15 FABRICATED RING GRATES A. Ring grates shall be fabricated from reinforcing steel conforming to ASTM A615. B. Welds connecting the bars shall conform to AWS D12.1. 3.0 EXECUTION 3.01 EXAMINATION A. Verify lines and grades are correct. B. Determine if the subgrade, when scarified and recompacted, can be compacted to 95 percent of maximum Standard Proctor Density according to ASTM D 698 prior to placement of foundation material and base section. If it cannot be compacted to that density, the subgrade shall be moisture conditioned until that density can be reached or shall be treated as an unstable subgrade. C. Do not build sanitary or storm sewer manholes in ditches, swales, or drainage paths unless approved by the Engineer. 3.02 CAST-IN-PLACE MANHOLES A. Construct manholes to dimensions shown on Drawings. Commence construction as soon as possible after pipes are laid. B. Unstable Subgrade Treatment: When unstable subgrade is encountered the subgrade will be examined by the Engineer to determine if the subgrade has heaved upwards after being excavated. If heaving has not occurred, the subgrade shall be over- " 13-4 excavated to allow for a 24-inch thick layer of crushed stone wrapped in filter fabric as the foundation material under the manhole base. If there is evidence of heaving, a -. pile-supported concrete foundation, as detailed on the Drawings, shall be provided under the manhole base, when indicated by the Engineer. 3. Cast manhole foundations and walls monolithically. A cold joint with approved water stop will be allowed when the manhole Clow line depth exceeds 12 feet. No other joints will be allowed unless shown on Drawings or approved by the Engineer. 4. Place, finish and cure concrete for manholes following the procedures given in Cast- in-Place Concrete, for concrete containing microsilica admixtures. 3.03 PLACEMENT OF PRECAST MANHOLES A. Install precast manholes to conform to locations and dimensions shown on Drawings. B. Place manholes at points of change of alignment, grade, size, pipe intersections, and end of sewer. 3.04 MANHOLE BASE SECTIONS AND FOUNDATIONS A. Place precast base on 12-inch-thick(minimum)foundation of cement stabilized sand or a concrete foundation slab. Compact cement-sand in accordance with requirements of Section 02318 - Excavation and Backfill for Utilities. •• B. Unstable Subgrade Treatment: When unstable subgrade is encountered,the subgrade will be examined by the Engineer to determine if the subgrade has heaved upwards after being excavated. If heaving has not occurred, the subgrade shall be over- excavated to allow for a 24-inch thick layer of crushed stone wrapped in filter fabric as the foundation material under the manhole base. If there is evidence of heaving, a pile-supported concrete foundation, as detailed on the Drawings, shall be provided under the manhole base, when indicated by the Engineer. 3.05 PRECAST MANHOLE SECTIONS A. Install sections, joints, and gaskets in accordance with manufacturer's printed recommendations. B. Install precast adjustment rings above tops of cones or flat-top sections as required to adjust the finished elevation and to support manhole frame. C. Seal any lifting holes with non-shrink grout. D. Where PVC liners are required, seal joints between sections in accordance with 13-6 manufacturers recommendations. 3.06 PIPE CONNECTIONS AT MANHOLE A. Install approved resilient connectors at each pipe entering and exiting sanitary sewer manholes in accordance with manufacturer's instructions. B. Ensure that no concrete, cement stabilized sand, fill, or other rigid material is allowed to enter the space between the pipe and the edge of the wall opening at and around the resilient connector on either the interior or exterior of the manhole. If necessary, fill the space with a compressible material to guarantee the full flexibility provided by the resilient connector. C. Where a new manhole is to be constructed on an existing sewer, install a waterstop gasket around the existing pipe at the center of the cast-in-place wall. Join ends of split waterstop material at the pipe spring line using an adhesive recommended and supplied by the waterstop manufacturer. D. Do not construct joints on sanitary sewer pipe within wall sections of manholes. Use approved connection material. E. Construct pipe stubs with resilient connectors for future connections at locations and .. with material indicated on Drawings. Install approved stub plugs at interior of manhole. F. Test connection for watertight seal before backfilling. 3.07 INVERTS FOR SANITARY SEWERS A. Construct invert channels to provide a smooth flow transition waterway with no disruption of flow at pipe-manhole connections. Conform to following criteria: 1. Slope of invert bench: 1 inch per foot minimum; 1-1/2 inch per foot maximum. 2. Depth of bench to invert: a. Pipes smaller than 15-inches: one-half largest pipe diameter b. Pipes 15 to 24-inches: three-fourths the largest pipe diameter c. Pipes larger than 24-inches: equal to the largest pipe diameter 3. Invert slope through manhole: 0.10-foot drop across manhole with smooth transition of invert through manhole, unless otherwise indicated on Drawings. B. Form invert channels with class A concrete if not integral with manhole base. For direction changes of mains, construct channels tangent to mains with maximum possible radius of curvature. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts. 13-7 ex 3.08 DROP CONNECTIONS FOR SANITARY SEWERS A. Construct drop connections with same materials used in main pipe unless otherwise indicated on Drawings or approved by the Engineer. Install a drop connection with a sewer line enters a manhole higher than 30-inches above the invert of the manhole. B. Encase drop assembly with class A concrete to form a solid mass. Extend concrete outside of bells a minimum of 4 inches. Cast base of encasement monolithically with manhole base and ensure concrete bonds to exterior manhole wall. C. Terminate encasement of blind drops a minimum of 5 inches below top of bell and not less than 12 inches above top of next lower bell. Install approved plug at bell. 3.09 MANHOLE FRAME AND ADJUSTMENT RINGS A. Combine precast concrete adjustment rings so that the elevation of the installed casting cover is 3/8 inch below the pavement surface. Seal between adjustment ring and the manhole top with non-shrink grout; do not use mortar between adjustment rings. Apply a latex-based bonding agent to concrete surfaces to be joined with non- shrink grout. Set the cast iron frame on the adjustment ring in a bed of approved sealant. The sealant bed shall consist of two beads of sealant, each bead having minimum dimensions of 1/2-inch and 3/4-inch wide. B. For manholes in unpaved areas,top of frame shall be set a minimum of 6 inches above existing ground line unless otherwise indicated on Drawings. In unpaved areas, encase the manhole frame in mortar or non-shrink grout placed flush with the face of the manhole ring and the top edge of the frame. Provide a rounded corner around the perimeter. 3.10 BACKFILL A. Place and compact backfill materials in the area of excavation surrounding manholes in accordance with requirements of plans and specifications. Use embedment zone backfill material, as specified for the adjacent utilities, from manhole foundation up to an elevation 12 inches over each pipe connected to the manhole. Provide trench zone backfill, as specified for the adjacent utilities, above the embedment zone backfill. B. Where rigid joints are used for connecting existing sewers to the manhole, backfill under the existing sewer up to the spring line of the pipe with Class B concrete or flowable fill. C. In unpaved areas, provide positive drainage away from manhole frame to natural grade. Provide a minimum of 4 inches of topsoil conforming to requirements of plans 13-8 and specifications. Seed in accordance with Turf Establishment. If shown on Drawings, sod disturbed areas in accordance with Item 10 Turf Establishment. 3.11 PROTECTION A. Protect manholes from damage until subsequent work has been accepted. Repair or replace damaged elements of manholes at no additional cost to the Owner. END OF SECTION 13-9 ADDENDUM NO. 1 SWEC DETENTION BASIN & CONTROL STRUCTURE BID NO. 2001-063 THE FOLLOWING ITEMS ARE HEREBY ADDENDED TO THE REFERENCED PROJECT BID DOCUMENTS: 1. Maximum elevation of all constructed islands and peninsulas shall be 42.00. The floor of the shallow areas shall average at elevation 38.7. Spot elevations may be plus or minus 0.5 feet. 2. Embankment and backfill minimum compaction(where unspecified) shall be: a. Under roads and future roads: 95% .� b. In general fill areas: 90% 3. RCP, Concrete Box Culverts, and GCSP shall be for highway loading, matched to design fill height required. 4. Base Bid Excavation (disposed offsite) shall be at location(s) of Contractor's choice that are ® not at Tranquility Lakes Sand Pit (which shall be bid as Bid Alternate No. 2), and shall be outside of or below any FIRM-designated floodplain. All haul routes must reach designated truck routes via Harkey to Broadway (FM 518) as soon as possible. Haul to Contractor's choice disposal location(s) over non-truck route streets that reach the point of delivery over a total non-truck route distance that is less than using Harkey-to-Broadway routing will be allowed (Harkey is not a designated truck route). Fite Road cannot be used in any case unless point of delivery is itself on Fite Road. 5. Concrete Strength where unspecified shall be 3,000 p.s.i. at 28 days. 6. Stop-log shall be caulked and placed so as to be "drip-tight". 7. Contractor shall prepare and deliver to the Owner a complete set of red-marked"As-Built" prints for Final Acceptance of project work. 8. Intake/Discharge Channel side-slopes shall be transitioned from 4:1 at the end of the slope plating through the articulated blocking to match existing earth side slopes within not less • than 30 (thirty) feet of channel run. 9. Soil test hole logs and boring plan are attached. 10. Contractor, the City of Pearland (COP) and Brazoria Drainage District No. 4 (BDD4) will be operating on the overall detention site concurrently. The Drawings show the division of the site into primary respective operating areas as "This Contract" (Contractor) and"By Others" (COP and BDD4). COP and BDD4 will conduct their operations to best facilitate operations by Contractor if operational conflicts occur. a a ad101063 (Cont.) Sheet 2 of 2 a 11. Of the three main construction features (1. Inlet/Outlet Control Structures, 2. Cross-over Structures, and 3. Excavation), Contractor shall schedule respective efforts to ensure that the excavation and hauling operations are initiated as immediately as clearing, grubbing and disposal pit preparation progress will allow. a 12. In addition to the existing asphalt wastewater treatment plant access road into the north end of the site from Harkey and the existing gravel road near the south end of the site from Harkey, Contractor will be allowed to install a temporary access haul road and culvert into the site approximately 700 feet south of the asphalt road. This road must be obliterated at the end of the project. To help prevent mud on the streets, all access and haul roads must have pre- entry granular aprons before traffic reaches any asphalt surfaces. All haul and access road crossings of the 30" Houston Pipeline gas line must be approved by Houston Pipeline Company as well as the Owner. PIease sub your PROPOSAL incorporating this Addendum No. 1. 40,;(1) 71-Iargrd , P. . City Engine November 20, 2001 a END OF ADDENDUM NO. 1 a a a a a a HARKEY ROAD F.M. 518 DAUGHERTY Mary's Creek W. BROADWAY ANGUS M NELSON SUNSET iI J BECKEY C.R. 742 + ACRES MAGNOLIA BECKY ROAD VICINITY MAP SCALE -FT aisanD 0.5 1.0 Mary's Creek MAGNOLIA LEGEND: z a w J U 2 • Approximate Boring Location • Approximate Piezometer Location Approximate Boundary Location Approximate Scale -Ft 500 1000 THREE DETENTION FACILITY SITES PEARLAND, TEXAS McBride—Ratcliff and Associates, Inc. Geosciences and Materials Engineering Services CITY OF PEARLAND PEARLAND, TEXAS SCALE NOTED DRAWN SMH CHECK SCM/MJS DATE 5-3-96 DATE 5-3-96 PROJECT NO. 95-034C PATRIDOE (KEY MAP 614U1 PLAN OF BORINGS 100-ACRE SITE FIGURE C-1 LOG OF BORING. me Project : 100-Acre Detention Facility Site Boring No . : CB-19 Pearland, Texas File No . : 95-0340 Client : City of Pear land Date : 11-3-95 dm Pearland, Texas Elevation : - ft . Dry Augered 0 to 15 ft . Water at 13 . 0 ft; Caving at ft . Wash Bared 15 to 25 ft . Water at 4 . 3 ft . after 24 hrs . a ' LEV SA OILL ER SYMBOLS Description Mc Dens. GU or UU Str LL PI .200 DEPTH , SAMPLE NO. (X) (pct) (tsf) (Xi (Xi -0 111 1.50 Stiff dark gray CLAY "FILL" 33 69 45 Stiff dark gray CLAY (CH) - 1110 2.00 w/ferrous nodules 24 1.00 -firm gray & tan below 4' 31 75 55 -5 ein - 1.50 -w/calcareOuS nodules below 6 ' 29 95 0.82 5 p4140! 3.0oOM Very stiff tan & gray SANDY CLAY 23 39 23 - . (CL) -!o w/ferrous nodules & sand seams & pockets Medium dense tan & gray SILTY FINE - . ; )9/66 SAND (SM) ii dO �� 12/6 -is • - —brown & gray below 18' i366 -20 • e• . . - -dense below 23 ' 11 - 11, 18/6 21/6 -25 so so a .. Bottom @ 25' Note: Borehole sidewalls collapsed to 5.0-ft depth prior to obtaining 24-hr water level measurements . McBride-Aatcliff and Associates, Inc . OD • LOG OF BORING , .. Project : 100-Acre Detention Facility Site Boring No . : CB-20 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-3-95 - Pearland, Texas Elevation : - ft . Dry Augered 0 to 15 ft . Water at 13 . 0 ft; Caving at ft . Wash Bored 15 to 25 ft . Water at 3 . 5 ft . after 24 hrs . • _LEV 1 SOIL SYMBOLS IIWc Dens. OU or UU Str LL PI 020X, SAMPLER SYMBOLS Description OEPTH1 SAMPLE NO. 1(X) (pcf) (tsf) (%) (X) LLLLL s _0 ' 1.00 Firm dark gray CLAY (CH) 28 w/ferrous nodules 2.00 —gray & tan below 2' 26 76 54 - -stiff @ 2' to 4 ' - 1.00 -firm w/calcareous nodules below 4 ' 31 92 0.78 6 -5 - r ' 3.00 Very stiff tan & gray SANDY CLAY 19 34 17 - (CL) w/ferrous & calcareous nodules & - . re04 2.00 sand pockets 24 - -stiff below 8 ' -10 Very soft tan & gray SANDY SILT (ML) - w/clay pockets - i 0.25 25 55 -15 Loose tan SILTY FINE SAND (SM) 011 11 4%6- i 20 u - -medium dense below 23 ' 7/6 s -25 • s o. Bottom @ 25' Note: Borehole sidewalls collapsed to 11 .0-ft depth prior to obtaining 24-hr water level measurements . i 1 McBride-Aatcliff and Associates, Inc . O M OD LOG OF BORING, Project : 100-Acre Detention Facility Site Boring No .: CB-21 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-2-95 O M Pearland, Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft: Caving at ft . Wash Bored to ft . Water at 0 . 0 ft . after 24 hrs . s EL.EV SOIL SYMBOLS Description Mc Dens. IOU or UU Str LL PI 0200 SAMPLER SYMBOLS CEPTH SAMPLE NO. (%) (cef) 1 (tsf) (%) (%) O D "ple 2.00 29 B4 60 Stiff gray & tan CLAY (CH) w/calcareous & ferrous nodules - 3.50 -very stiff below 2 ' 27 3.50 -w/slickensides below 4 ' 25 74 52 —5 _ 3.50 26 OD - 3.5° Stiff red & gray SILTY CLAY (CH) ' 20 110 1.72 6 ../ -w/sand seams below 9' -to Jr Stiff red & gray CLAY (CL) - 2.50 w/slickensides & calcareous & 26 56 34 ferrous nodules —15 2.75 30 —20 -... / - 3.50 -very stiff below 23 ' 24 A —25 a mmo OM Note: Borehole sidewalls collapsed to 1 .8-ft depth prior to obtaining 24-hr water level measurements . Standing water on ground surface . r. McBride-Ratcliff and Associates. Inc . LOG OF BORING , ., Project : 100-Acre Detention Facility Site Boring No . : CB-22 Pearland, Texas File No . : 95-0340 Client : City of Pear land Date : 11-2-95 • Pearland. Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft; Caving at ft . Wash Bored to ft . Water at 0 . 0 ft . after 24 hrs . a 'cLEV I SAMPLER SYMBOL SYMBOLSS Description Me Dens. GU or UU Str LL PI 0200 (%) (pet) tsf) X) (X) OEPTH I SAMPLE NO. MO —0 Or 4.25 Very stiff gray & tan CLAY (CH) 23 - / w/ferrous nodules - 4.50 -very stiff to hard @ 2 ' to 4 ' 21 79 55 - 3.50 -very stiff w/sand seams @ 4' to 6 ' 24 1o1 2.2o 2* -s -w/slickensides below 4 ' IP - 1.75 -stiff below 6 ' 27 58 39 _ -w/calcareous nodules @ 6 ' to 10 ' - 2.25 25 59 38 -red & tan below 9 ' -to 3.50 2B 97 1.49 8 —15 / . . - 3.00 -very stiff below 18' 29 -20 0/ . - 3.00 22 -25 a an Am Note: Borehole sidewalls collapsed to 3.9-ft depth prior to obtaining 24-hr water level measurements . Standing water at ground surface . a. McBride-Patcliff and Associates, Inc . i LOG OF BORING, .. Project : 100-Acre Detention Facility Site Boring No . : CB-23 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-2-95 • Pearland, Texas Elevation : - ft . Dry Augered 0 to 21 ft . Water at 21 . 0 ft; Caving at ft . Wash Bored 21 to 25 ft . Water at 2 . 3 ft . after 24 hrs . :LEY I SOIL SYMBOLS Mc Dens. GU or UU Str LL PI 0200 SAMPLER SYMBOLS Description (X) (pcf) (tsf) (X) (X) DEPTH I SAMPLE N0. -0 or 4.50 Very stiff-hard dark gray CLAY (CH) 20 82 58 w/ferrous & calcareous nodules 4.50 22 4.25 -very stiff gray & tan below 4' 26 82 59 -5 ' a 4.00 25 3.50 25 60 39 —10 "' - -red & gray below 11 ' - 2.50 -stiff w/slickensides below 13 ' 34 90 1.44 5 • - -15 , • - 14111 - ' "5 Very soft tan SILTY CLAY (CL) / / -very sandy @ 18 ' to 22 ' I —20 i /// /// -very stiff to hard w/calcareous /// nodules below 22' 18 - /I/ 4.50 —25 /,/ • a 1. Bottom @ 25' Note: Borehole sidewalls collapsed to 12.6-ft depth prior to obtaining 24-hr water level measurements . .. McBride-Ratcliff and Associates, Inc . MB - LOG OF BORING, Project : 100-Acre Detention Facility Site Boring No . : CB-24 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-3-95 • Pearland, Texas Elevation : - ft . Dry Augered 0 to 20 ft . Water at 18 . 0 ft: Caving at ft . Wash Bored 20 to 25 ft . Water at 4 . 1 ft . after 24 hrs . s ELEV SOIL SYMBOLS Description Mc Den,. OU or UU Str LL PI 02C SAMPLER SYMBOLS DEPTH SAMPLE NO. (X) (pcf) (tot) (%) (X: —o 0.75 Firm dark gray CLAY (CH) 35 w/calcareous & ferrous nodules _ / 1.00 32 71 47 - 1.75 -stiff gray & tan below 4 ' 30 69 47 —5 - 1.75 29 - 0.50 -firm @ 8' to 10 ' 27 99 0.60 6 54 32 - -w/silt seams @ 8 ' to 10 ' -So -very stiff red & gray below 10 ' - 3.50 -w/slickensides below i3' 27 01 —15 • Soft red & gray SILTY CLAY (CL) - w/calcareous nodules , 33 16410 0.50 23 -20 Stiff red & gray CLAY (CH) w/sand pockets & calcareous nodules At.50 26 - —25 am um m Bottom @ 25' Note: Borenole sidewalls collapsed to 4 .2-ft depth prior to obtaining 24-hr water level measurements . .. McBride-Ratcliff and Associates, Inc . LOG OF BORING, Project : 100-Acre Detention Facility Site Boring No . : CB-25 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-3-95 • Pearland. Texas Elevation : - ft . Dry Augered 0 to 15 ft . Water at 13 . 0 ft; Caving at ft . Wash Bored 15 to 25 ft . Water at ft . after w ELEV SOIL SYMBOLS wc Dens. GU or UU Str LL PI 0200 SAMPLER SYMBOLS Description (X) (pot) (ist) (X) (X) OEPTH SAMPLE NO. we -0 1.00 Firm dark gray CLAY (CH) 26 53 35 - w/ferrous nodules & calcareous nodules 1.00 25 - 2.50 -stiff light gray & tan below 4 ' 23 100 1.22 7 w -5 - 2.00 24 59 39 m. 3.00 Very stiff red & gray SANDY CLAY 20 41 24 (CL) w/calcareous & ferrous nodules -10 7' Medium dense tan SILTY FINE SAND 29 6/6 (SM) t -15 w/clay pockets • - -very dense below 18' - 38/6 • 50/2 -20 12/6 22/6 31/6 e -25 • imm 400 Bottom @ 25' Note: Piezometer installed in borehole . McBride-Rate l i f f and Associates, Inc LOG OF BORING, ,. Project : 100-Acre Detention Facility Site Boring No . : CB-26 Pearland, Texas File No . : 95-0340 Client : City of Pear land Date : 11-3-95 • Pearland, Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft; Caving at ft . Wash Bored to ft . Water at 4 . 7 ft . after 24 hrs . ELEV 1 son_ SYMBOLS UU Str or LL PI f200 . GU ne MC Oe i SAMPLER SYMBOLS Description (X) en,pcf (tot) (X) , DEPTH I SAMPLE NO. i (X) —0 ' 1.25 Firm dark gray CLAY (CH) 29 76 55 3.50 -very stiff below 2' 26 • - / 3.00 -tan & gray below 4' 29 —5 JW - 2.00 -stiff w/calcareous nodules below 31 65 45 6 ' 4.50 -w/ferrous nodules @ 8 ' to 10 ' 22 106 1.48 5 50 32 —10 - 2.50 -red & gray w/slickensides below 30 13' —15 4.00 -very stiff below 18' 27 60 37 —20 ' 18 - r/// 2.25 Stiff red & gray SILTY CLAY (CL) - I,// w/silt seams —25 I 1 it OD Bottom @ 25 ' Note: Borehole sidewalls collapsed to 5 . 3-ft depth prior to obtaining 24-hr water level measurements . McBride-Ratcliff and Associates. Inc . LOG OF BORING , Project : 100-Acre Detention Facility Site Boring No .: CB-27 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-3-95 Pearland, Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft: Caving at ft . Wash Bored to ft . Water at 5 . 3 ft . after 24 hrs . ELEV SOIL SYMBOLS Description Mc Oen, QU or UU Str LL PI #200 SAMPLER SYMBOLS (%) (pcf) (tat) (%) lX) [DEPTH SAMPLE NO. mA —0 // 2.00 Stiff dark gray CLAY (CH) 29 62 39 // -w/ferrous nodules @ 0 ' to 10 ' 2.00 29 2.00 -light gray & tan w/slickensides 32 73 50 —5 below 4' 2.50 -w/calcareous nodules below 6 ' 29 91 1.00 5 s 2.50 26 59 40 —10 3.75 -very stiff red & gray below 13' 25 63 39 —15 3.00 27 a -20 a 2.00 Stiff tan & gray SILTY CLAY (CL) 19 w/sand pockets —25 - - on Bottom @ 25' Note: Borehole sidewalls collapsed to 6.3-ft depth prior to obtaining 24-hr water level measurements . McBride-Ratcliff and Associates, Inc . LOG OF BORING , Project : 100-Acre Detention Facility Site Boring No . : CB-28 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date 11-8-95 Pearland, Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft: Caving at ft . Wash Bored to ft . Water at 5 . 2 ft . after 24 hrs . A ELEV SOIL SYMBOLS Mc Oens. GU or UU1 Str LL PI f200 SAMPLER SYMBOLS Description (x) (pcf) (tef) (X) ( OEPTH SAMPLE N0. -o r mm 1.00 Firm dark gray CLAY (CH) 34 w/ferrous nodules - 1.25 32 79 57 - / 2.50 —stiff gray & tan below 4 ' 25 5 M. - / 2.25 30 94 1.01 3 72 50 — - 3.75 - —very stiff w/calcareous nodules —to below 8 ' —red & gray below 9' - 4.25 25 64 42 r. —15 - 4.50 —very stiff to Hard below 18 ' 29 69 44 —20 - i► 3.25 Very stiff red & gray SILTY CLAY (CL) I64/ w/sand pockets & calcareous r. -25 nodules Bottom @ 25' Note: Borehole sidewalls collapsed to 6 .6-ft depth prior to obtaining 24-hr water level measurements . OW McBride-Aatcliff and Associates, Inc . LOG OF BORING Project : 100-Acre Detention Facility Site Boring No . : CB-29 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-8-95 Pearland, Texas Elevation : - ft Dry Augered 0 to 20 ft Water at 20 .0 ft Caving at ft Wash Bored 20 to 25 ft Water at 4 . 8 ft after 24 hrs . ELEV SOIL SYMBOLS Vic Dens. GU or UU Str LL PI 0200 f SAMPLER SYMBOLS Description (z) (pct) (tsf) CV5) DEPTH SAMPLE NO. y 0 / 2.00 Stiff dark gray CLAY (CH) 29 65 43 w/calcareous nodules 2.00 -gray & tan below 2' -w/ferrous nodules @ 2 ' to 10 ' 2.25 30 73 49 -5 2.25 29 96 1.18 4 2.50 -red & gray below 8' 19 55 36 s -10 3.00 -very stiff below 13 ' 28 60 37 -15 1.00 Tan & gray SILTY CLAY (CL) 87 e////://l w/sand pockets & seams -20 2.25 Stiff red & gray CLAY (CH) 29 w/slickensides —25 a s a Bottom @ 25' Note: Borehole sidewalls collapsed to 6.9-ft depth prior to obtaining 24-hr water level measurements . MI McBride-Ratcliff and Associates, Inc . LOG OF BORING. m. Project : 100-Acre Detention Facility Site Boring No . : CB-30 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-8-95 es Pearland, Texas Elevation : - ft Dry Augered 0 to 12 ft Water at 12 . 0 ft Caving at ft Wash Bored 12 to 25 ft Water at 4 . 9 ft after 24 hrs . a ELEV SOIL SYMBOLS We Dens !GU or UU Str LL PI f200 r SAMPLER SYMBOLS Description (%) I (pcf) tsf) (%) X) DEPTH SAMPLE NO. '.. —0 1.25 Firm dark gray CLAY (CH) 26 52 33 t 1.00 26 59 41 a - 1.50 -gray 6 tan w/ferrous nodules 30 95 0.90 4 —5 below 4 ' I1III 1.75 -stiff below 6 ' 26 57 40 - 2.00 Stiff gray 6 tan SANDY CLAY (CL) - w/sand pockets F. calcareous —10 nodules go Medium dense tan FINE SAND (SP) 4/6 8/6 7 I —15 7%6 1 =20 P —dense below 23 ' 14/6 5 21/6 —25 Po me aia •s Bottom @ 25' Note: Borehole sidewalls collapsed to 9.3—ft depth prior to obtaining 24—hr water level measurements . 's McBride-Ratcliff and Associates, Inc . um LOG OF BORING, Project : 100-Acre Detention Facility Site Boring No .: C8-31 Pearland, Texas File No . : 95-0340 Client : City of Pear land Date : 11-8-95 — Pearland, Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft; Caving at ft . Wash Bored to ft . Water at 4 . 5 ft . after 24 hrs . en ELEV SOIL SYMBOLS we Dens. OU or UU Str LL PI .200 SAMPLER SYMBOLS Description CEPTH I SAMPLE NO. (X) (pcf) (tsf) (X) I (X) —o rAop 1.0o Firm dark gray CLAY (CH) 30 60 40 - 1.25 1.75 -stiff gray & tan below 4 ' 25 100 1.12 5 64 45 -5 1.75 2.25 31 66 44 —10 / I 2.00 -red & gray w/slickensides below _ / t 13 ' E -is t i 3.50 -very stiff below 18 ' 25 69 45 1 —20 i 1 - d f ... .. 10510 3.00 Very stiff light gray & tan SANDY 19 I CLAY (CL) -zs w/sand seams .. OM ' Bottom @ 25' Note: Borehole sidewalls collapsed to 7.0-ft depth prior to obtaining 24-hr water level measurements . McBride-Ratcliff and Associates. Inc . LOG OF BORING, MIS Project : 100-Acre Detention Facility Site Boring No . : CB-32 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-7-95 Pearland. Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft; Caving at ft . Wash Bored to ft . Water at 5 . 4 ft . after 24 hrs . m 2LEV 1 SOIL SYMBOLS we Oen'. GU or UU Str LL PI 0200 SAMPLER SYMBOLS Description DEPTH I SAMPLE NO. (%) (pct) (tsf) (%) (%) "m —0 1.00 Firm dark gray CLAY (CH) 28 - 200/ w/calcareous nodules 1.25 29 63 41 - f 1.50 —stiff light gray & tan below 4 ' 25 —5 _ ,;;;; 1.50 —w/ferrous nodules below 6 ' 29 98 1.13 4 63 42 - / 3.5o Very stiff tan & gray SILTY CLAY 19 47 28 (CL) —10 w/calcareous nodules - 7375 Very stiff red & gray CLAY (CH) 26 64 40 .. - w/calcareous nodules —15 3.25 —20 ` A4.00 —25 um Bottom @ 25' Note: Borehole sidewalls collapsed to 10 . 7—ft depth prior to obtaining 24—hr water level measurements . ea McBride-Aatcliff and Associates. Inc . LOG OF BORING, Project : 100-Acre Detention Facility Site Boring No . : CB-33 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-7-95 on Pearland. Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft: Caving at ft . Wash Bored to ft . Water at 5 . 3 ft . after 24 hrs . ELEV SOIL SYMBOLS we Dens. GU or UU Str LL PI'#200 SAMPLER SYMBOLS Description (X) (pct) (tsf) (X) lX1 OEPTH SAMPLE NO. ' —0 Ir 1.5° Stiff dark gray CLAY (CH) 29 3.25 —very stiff @ 2' to 4' 23 o 1.75 —stiff gray & tan w/slickensides 30 93 1.14 4M 64 38 —5 below 4 ' —w/ferrous nodules @ 4 ' to 10 ' 2.00 3.00 —very stiff w/calcareous nodules 23 57 36 below 6 ' —10 w _ 3.00 —red 6 gray below 13 ' 21 —15 • 3.50 26 69 44 • —20 .. - A4.50 —very stiff to hard below 23 ' —25 Very stiff red & gray SANDY CLAY IND (CL) Bottom @ 25 ' Note: Borehole sidewalls collapsed to 6 . 3—ft depth prior to obtaining 24—hr water level measurements . McBride—Flats l i f f and Associates. Inc - LOG OF BORING, Project : 100-Acre Detention Facility Site Boring No . : CB-34 Pearland. Texas File No . : 95-0340 Client : City of Pearland Date : 11-6-95 .. Pearland. Texas Elevation : - ft . Dry Augered 0 to 15 ft . Water at 14 . 5 ft; Caving at ft . Wash Bored 15 to 25 ft . Water at 3 . 5 ft . after 24 hrs . ELEV 1 SOIL SYMBOLS We Oene. GU or UU Str LL PI .200 4 SAMPLER SYMBOLS Description (X) (Inn (t9f) (%) (X) DEPTH i SAMPLE NO. --0 r 1.00 Firm dark gray CLAY (CH) 27 w/ferrous nodules & calcareous nodules - 1.50 27 66 44 3k - 1.50 -stiff gray & tan below 4 ' 26 -5 i _ 2.00 26 60 37 - rArd 2.50 Stiff red & gray SILTY CLAY (CL) 22 me -10 9;° !OA40. - Loose tan SILTY FINE SAND (SM) w/clay pockets 46 i . �316 -15 A5/6 OP -20 on - -medium dense below 23' V 12/6 - 11 13/6 -25 ea - a - Bottom @ 25 ' Note: Borehole sidewalls collapsed to 5.0-ft depth prior to obtaining 24-hr water level measurements . - McBride-Ratcliff and Associates. Inc . um LOG OF BORING , .. Project : 100-Acre Detention Facility Site Boring No . : CB-35 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-6-95 ,,. Pearland. Texas Elevation : - ft . Dry Augered 0 to 15 ft . Water at 14 . 0 ft; Caving at ft . Wash Bored 15 to 25 ft . Water at 3 . 6 ft . after 24 hrs . ELEV SOIL SYMBOLS Mc Oens. GU or UU Str LL PI #200 SAMPLER SYMBOLS Description (X) (pcf) (tet) (X) lX) DEPTH I SAMPLE NO. .. —0 1.25 Firm dark gray CLAY (CH) 25 ,56 36 030, - PO° 1.25 -gray & tan below 2 ' 22 Ylk - / 1.25 —w/ferrous nodules below 4 ' 27 63 37 —5 - 2.00 —stiff below 6' 26 99 1.16 5 - 'pp 4.00 Very stiff gray & tan SANDY CLAY 23 33 15 (CL) —0 11/ _ Medium dense tan SILTY FINE SAND . . (SM) 27 I/ -i5 II - : ; 10 i —N • • i - •; ; v 12//6 • : : 1113/6 —25 o n u m On OD Bottom @ 25' Note: Borehole sidewalls collapsed to 10 .7-ft depth prior to obtaining 24-hr water level measurements . '. McBride-Ratcliff and Associates, Inc . LOG OF BORINq Project : 100-Acre Detention Facility Site Boring No . : CB-36 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-3-95 .. Pearland. Texas Elevation : - ft . ' Dry Augered 0 to 15 ft . Water at 15 . 0 ft; Caving at ft . Wash Bored 15 to 25 ft . Water at 3 . 0 ft . after 24 hrs . 1. ELEV SOIL SYMBOLS ' Mc Deno. OU or UU Str LL PI .200 SAMPLER SYMBOLS Description DEPTH SAMPLE NO. (X) (pcf) (taf) (X) (X) am —o 1.0o Firm gray CLAY (CH) 32 6e 47 r w/ferrous nodules 2.25 -stiff tan 6 gray below 2 ' 26 1 - - 1.75 27 69 47 1 -5 .. / 1.75 -w/calcareous nodules @ 6 ' to 8' 29 j 2.75 26 -10 - iAii! 2.50 Stiff tan SANDY CLAY (CL) 20 109 y gi, w/sand seams —15 i Loose tan SILTY FINE SAND (SM) 11 115/6 - —a -medium dense below 23' ES '1 9/6 -25 0.1 I 11. ea mos Bottom @ 25' Note: Borehole sidewalls collapsed to 4.2-ft depth prior to obtaining 24-hr water level measurements . • McBride-Ratcliff and Associates. Inc . — LOG OF BORING, Project : 100-Acre Detention Facility Site Boring No . : CB-37 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-3-95 .. Pearland. Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft: Caving at ft . Wash Bored to ft . Water at 4 . 3 ft . after 24 hrs . ELEV SOIL SYMBOLS we Dens. DU or uU Str LL PI 1200 SAMPLER SYMBOLS Description DEPTH SAMPLE NO. (V (pct) (tsf) (%) (%) —0 ' 1.00 "Firm dark gray CLAY (CH) 34 65 43 —w/ferrous nodules @ 0 ' to 4 ' - 100000 1.75 —stiff @ 2' to 4 ' 31 —tan & gray below 2' D 1.25 —firm below 4 ' 33 66 47 -5 " 1.25 31 2.75 -stiff red & gray below 8 ' 19 51 33 — ' Very stiff—hard red & gray SANDY . lip 4.50 CLAY (CL) 22 109 3.70 9 w -15 m de --APP Stiff red & gray CLAY (CH) 2.75 33 77 50 -a 3.25 —very stiff below 23 ' —25 MI 1 - - 1 - Bottom @ 25' Note: Borehole sidewalls collapsed to 7 . 4—ft depth prior to obtaining 24—hr water level measurements . - McBride-Ratcliff and Associates, Inc . LOG OF BORING , .. Project : 100-Acre Detention Facility Site Boring No . : CB-38 Pearland, Texas File No . : 95-0340 Client : City of Pear land Oate : 11-3-95 Pearland. Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft: Caving at ft . Wash Bored to ft . Water at 2 . 3 ft . after 24 hrs . ELEV I SOIL sYMBOLS Description OEPTH SAMPLE NO. MC Dens. GU or UU Str LL PI I200 SAMPLER SYMBOLS (X) (pcf) (tsf) (S) (X) 's —0 j 0.50 Soft dark gray CLAY (CH) 36 78 55 - z>/:/ i.00 —firm gray & tan below 2' 35 1.50 —stiff @ 4 ' to 6 ' 32 75 5z —5 ms 1.25 -firm w/ferrous nodules below 6 ' 34 - 1.25 Firm red & gray SILTY CLAY (CL) 27 w/calcareous nodules —10 - 1.25 -w/sand pockets below 13' 24 104 0.63 7 —15 - 2.25 Stiff red & gray CLAY (CH) 34 9. —20 ... / A3.50 -very stiff below 23' 25 -25 i . Bottom @ 25' Note: Borehole sidewalls collapsed to 4 . 7—ft depth prior to obtaining 24—hr water level measurements . um McBride-Ratcliff and Associates, Inc . LOG OF BORING, ,. Proiect : 100-Acre Detention Facility Site Boring No . : CB-39 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-7-95 - Pearland. Texas Elevation : - ft . Dry Augered 0 to 15 ft . Water at 14 . 0 ft; Caving at ft . Wash Bored 15 to 26 . 5 ft . Water at 3 . 7 ft . after 24 hrs . a ELEV SOIL SYMBOLS SAMPLER SYMBOLS Description Mc Dens. GU or UU Str LL PI i24o (X) (pcf) (tsf) (X) (X) ❑EPTH SAMPLE NO. 1—0 rp 1.25 Firm dark gray CLAY (CH) 38 6343 - w/calcareous nodules 3.00 -very stiff @ 2' to 4 ' 26 - -gray & tan below 2 ' d 26 46 25 2.00 -stiff below 4 ' —5 -w/sand pockets ,a 4' to 6 ' 2.75 23 72 51 me r 2.50 Firm tan & gray SILTY CLAY (CL) 22 104 0.83 4 49 26 - 9;0 ' w/ferrous nodules -10 040 a,. _ ,/il, Loose tan SANDY SILT (ML) 52 1i 3/6 -15 -w/sandy clay seams below 15 ' - 22 -20 �3/6 -medium dense below 20 ' ��7/6 Medium dense SILTY FINE SAND (SM) 42 •• -- 25 It T6 m go m Bottom @ 26.5' Note: Borehole sidewalls collapsed to 10 .7-ft depth prior to obtaining 24-hr water level measurements . McBride-Ratcliff and Associates, Inc . r OM LOG OF BORING , Project : 100-Acre Detention Facility Site Boring No .: CB-40 Pearland, Texas File No . : 95-0340 Client : City of Pear land Date : 11-6-95 .- Pearland, Texas Elevation : - ft . Dry Augered 0 to 16 . 5 ft . Water at 15 . 0 ft; Caving at ft . Wash Bored 16 . 5 to 25 ft . Water at ft . after ELEV SOIL SYMBOLS Description we Oens. oU or UU Str LL PI .200 SAMPLER SYMBOLS DEPTH SAMPLE NO. (X) (pcf) (tsf) (X) lX) —0 1.25 Firm dark gray CLAY (CH) 28 1.00 -gray & tan below 2' 29 67 45 es 1.50 -stiff w/ferrous & calcareous 29 -5 / nodules below 4 ' a 2.25 24 59 39 4.50 -red & gray w/slickensides below B ' 21 109 1.66 5« 54 34 —10 e e Medium dense tan SILTY FINE SAND 29 - (SM) -w/clayey sand seams @ 13 ' to 20 ' . 9/6 G G 40 14/6 6 —20 e s : -dense below 23' • /20/6 • 30/6 MO —25 SO O P Bottom @ 25' Note: Piezometer installed in borehole . McBride-Ratcliff and Associates. Inc . NE LOG OF BORING, Project : 100-Acre Detention Facility Site Boring No .: CB-41 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-6-95 .. Pearland, Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft; Caving at ft . Wash Bored to ft . Water at 3 . 3 ft . after 24 hrs . ELEV SOIL SYM80LS Mc Dens. GU or UU Str LL PI 0200 SAMPLER SYMBOLS Description DEPTH SAMPLE NO. (X) (Ocf) (tef) (X) (X) -0 1.5o Stiff dark gray CLAY (CH) 32 66 38 1.25 -firm @ 2' to 4' 29 1.50 -stiff gray & tan below 4 ' 31 74 50 -5 -w/ferrous nodules @ 4' to 15' 2.50 -w/calcareous nodules @ 6 ' to 10 ' 26 1.75 30 61 37 —10 3.50 —very stiff red & gray below 13' 24 55 33 —15 3.50 29 69 41 —20 3.50 25 —25 dis Bottom @ 25' Note: Borehole sidewalls collapsed to 4 . 7-ft depth prior to obtaining 24-hr water level measurements . McBride-Ratcliff and Associates. Inc . Me mm LOG OF BORING, .. Project : 100-Acre Detention Facility Site Boring No . : CB-42 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-6-95 Pearland. Texas Elevation : - ft _ Dry Augered 0 to 25 ft . Water at ft: Caving at ft_ N, Wash Bored to ft . Water at 14 . 1 ft . after 24 hrs . Pe LEV I SOIL SYMBOLS we Dens. OU or UU Str LL PI /4310 SAMPLER SYMBOLS Description OEPTM 1 SAMPLE MO. (X) (pcf) (tsf) A) 170. en —o e 1 00 Firm gray & tan CLAY (CH) 37 1.50 -stiff @ 2' to 4 ' 32 81 55, 1.25 -firm w/ferrous nodules @ 4 ' to 6' 30 —5 M 2.00 -w/calcareous nodules below 6' 32 75 4 -stiff below 6 ' il ma - 4.00 Very stiff red & gray SILTY CLAY 23 111 2.04 8 41 22 (CL) -10 . y 4.so -very stiff to hard w/sand pockets below 13' -is F _ 3.25 Very stiff red & gray CLAY (CH) 28 -20 / , 3.50 . 1 —25 i OP i 1 • Pm Bottom @ 25 ' Note: Borehole sidewalls collapsed to 14 .2-ft depth prior to obtaining 24-hr water level measurements . Pp McBride-Ratcliff and Associates, Inc . in mow LOG OF BORING, ,. Project : 100-Acre Detention Facility Site Boring No . : CB-43 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-6-95 ms Pearland, Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft; Caving at ft . , Wash Bored to ft . Water at 2 . 7 ft . after 24 hrs . ma ELEV SOIL SYMBOLS Mc Dens. GU or UU Str LL PI #200 SAMPLER SYMBOLS Description DEPTH I SAMPLE NO. (X) (pc f) (ta f) X1 X) � a —0 1.00 Firm dark gray CLAY (CH) 41 92 65 - 1.25 -tan & gray below 2' 28 1.50 -stiff w/ferrous nodules below 4 ' 31 75 54 -5 i $ i I1.50 -firm w/slickensides & calcareous 35 88 0.74 2w nodules below 6 ' tt y /I% 3.00 Very stiff red & gray SILTY CLAY 21 53 35 //° -w/clay ( CL) -to / -w seams @ 8' to 10' /// I// 4.00 -w/clayey sand layers below 13 ' 22 —15 00° _ 0I/ r 4.00 Very stiff red & gray CLAY (CH) 29 76 50 -a 4.25 _25 a 0.1 Bottom @ 25 ' Note: Borehole sidewalls collapsed to 5 .7-ft depth prior to obtaining 24-hr water level measurements . McBride-Aatcliff and Associates, Inc . 3 LOG OF BORING, Project : 100-Acre Detention Facility Site Boring No . : CB-44 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-7-95 mi Pearland. Texas Elevation : - ft . Dry Augered 0 to 15 ft . Water at 14 . 0 ft: Caving at ft . Wash Bored to ft . Water at 3 . 0 ft . after 24 hrs . 7 0. ::LEV SOIL SYMBOLS Me Dens. OU or UU Str LL PI 0200 SAMPLER SYMBOLS Description DEPTH SAMPLE No. (%) (pet) (tsf) (X) (X) '. —0 r 1.25 Firm dark gray CLAY (CH) 29 1.50 -stiff gray & tan below 2 ' 26 70 47 2 1.50 -w/ferrous nodules below 4' 30 —5 2.00 -w/slickensides & calcareous 26 9e 1.15 5* 94 63 nodules below 6 ' 3.00 -very stiff below 8 ' 20 66 45 • —10 . 4 : : Loose tan FINE SAND (SP) 9 i. . : : . 1 55/6 { I —15 i . : . . : -medium dense below 18' • - • • i6;6 I -dense below 23' ii . 10/6 14/6 : • : 1 25/6 —25 5I I P WO Bottom @ 25' Note: Borehole sidewalls collapsed to 6 .3-ft depth prior to obtaining 24-hr water level measurements . um McBride-Aatcliff and Associates. Inc . LOG OF BORING , Project : 100-Acre Detention Facility Site Boring No . : CB-45 Pearland. Texas File No . : 95-0340 Client : City of Pearland Date : 11-7-95 Pearland. Texas Elevation : - ft . Dry Augered 0 to 15 ft . Water at 13 . 5 ft; Caving at ft . Wash Bored 15 to 25 ft . Water at 3 . 2 ft . after 24 hrs . a r ELEV SOIL SYMBOLS 0 UU Str or LL PI f20 SAMPLER SYMBOLS Description (x) (pc Mc Dens. GU f) (tat) (X) (0 DEPTH ! SAMPLE NO. %) Firm dark gray CLAY (CH) 37 78 52 i.00 -tan & gray below 2' 1.50 -stiff w/ferrous & calcareous 29 99 1.38 5 55 38 -5 nodules below 4 ' 1.75 2.50 30 59 38 -10 Loose tan FINE SANDY SILT (ML) • • • /U 4/6 74 -15 LL!! Medium dense tan CLAYEY SILT (ML) 5/6 92 5/6 6/6 -20 i;1 Stiff red & tan SILTY CLAY (CL) 2.25 w/calcareous nodules 18 —25 mm i OS Bottom @ 25' Note: Borehole sidewalls collapsed to 10 .3-ft depth prior to obtaining 24-hr water level measurements . '� McBride-Ratcliff and Associates. Inc . LOG OF BORING , Project : 100-Acre Detention Facility Site Boring No . : CB-46 Pearland, Texas File No . : 95-0340 Client : City of Pearland Date : 11-7-95 N. Pearland, Texas Elevation : - ft . Dry Augered 0 to 25 ft . Water at ft; Caving at ft . Wash Bared to ft . Water at 4 . 6 ft . after 24 hrs . wei 2EV SOIL SYMBOLS Mc Oena. OU or UU Str LL PI .200 SAMPLER SYMBOLS Description DEPTH SAMPLE NO. (z) (pct) (tat) (x) (X) -0 J 1.00 Firm dark gray CLAY (CH) 1.25 -gray 6 tan below 2' 26 63 44 -stiff @ 2' to 4 ' 1.50 -w/ferrous nodules @ 4' to 10 ' -5 -firm @ 4' to 6 ' -stiff below 4' 1.25 -w/slickensides 6i calcareous 32 91 0.94 5* 70 48 nodules below 6 ' 1.50 -10 4.50 -very stiff to hard below 13 ' 26 -15 • 3.25 -very stiff below 18' 29 -a A3.75 -25 40 Bottom @ 25' Note: Borehole sidewalls collapsed to 8.8-ft depth prior to obtaining 24-hr water level measurements . ■. McBride-Ratcliff and Associates, Inc . a ADDENDUM NO. 2 SWEC DETENTION BASIN & CONTROL STRUCTURE Bid No. 2001-063 i THE FOLLOWING ITEMS ARE HEREBY ADDENDED TO THE REFERENCED PROJECT BID DOCUMENTS: a 1. On Sheet S4, Section B, the box next to 4" CEMENT SAND BEDDING is labeled FOOTING OF 12" WALL. See attached sketch. 2. On Sheet S5, Section H, the 4'x2' box is now hatched and labeled as RIP-RAP. See attached sketch. 3. On Sheet S5, STRUCTURAL NOTES (CONCRETE)# 14 is not applicable. •• 4. All cast-in-place concrete on this project will comply with added colored dyes required in the specifications. Please submit your PROPOSAL incorporating this Addendum No. 2. 0 i ri J. W. Har_, . e, P.E. a City Engine a November 28, 2001 END OF ADDENDUM NO. 2- a a a a a 121x121x30' BEAM 12" WALL x l / / _J6 - .,j i.i't.. :' ' {fit• ,i :J..�6�.J�.��.�i¢..'. . .' ' •'•^...?,N;r .J r.:•C:'I...4..4 1< a-J'I �`"-f'-'---- ..._„,, `4" CEMENT SAND BEDDING 5' SLAB F❑❑TING ❑F 12"ALL SECTION /1\ ADDED 11/28/01 TI:S.Ly SCALE! 1" = 6' END TREATMENT ALTERNATE TO WINGWALLS (2REQ'D. ) BID ALTERNATE #1 (INCL. 312 LF ADDL. 5')(8' BOX CULVERT) 1 i I I I I 1 i i I i i i a i a I i l 18" ELEVATION = 50.0 FEET ��=►I I=11 I 31 F '-..-1 .5" CLEAR #6©12" -y-' ' (TYP. ® WALLS) • . #5©12" 4'-0"._ i •. � #5©12" 1 ,_6„x8' CONCRETE PIPE #5�12" i N DOWEL #9 x 0'-8" © 24" SPACING(EPDX` — — — I I I — i -TIE 4 JTS. MI - L EL.=37.7' r� it :I:I:. •'. . �T�1Y7 �. f �.,„-0"111P.,./10,,,./..,d1P. i N. ' RIP—RAP,--------„,..--:- J- --..,-'1 l -"x4"x8" G.S PLATE W/1 /2" A 4'-0" 'R BOLTS EA. SIDE EA. END j,Js�� - (ALL THREE RUNS)(TYP.) A HATCHING & NOTE ADDED 1 1 /28/01 H VERTICAL HEAD WALL ABOVE PIPE s4ls SCALE: 1 ' = 4'