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HomeMy WebLinkAboutContract 36646C CITY Sf.CRET~ 0.0.E. FILE C r·, -> 80NDINGCO;-".., SPECIFICATIONS AND CONTRACTOR'S BONDING CO. - CON ST!-<U ·: ! IO N'S COPY . CONTRACT DOCUMENTS CONSTRUCTION'S COPY - CLIENT ~EPARTMENT FOR CLIENT iJEPARTMENT M-244B EMERGENCY SANITARY SEWER REHABILITATION DOE Project No. 5736 City Project No. 00834 Water Project No. P274-705170083483 IN THE CITY OF FORT WORTH, TEXAS OCTOBER 2007 MIKE .MONCRIEF MAYOR CHARLES R. BOSWELL CITY MANAGER S. FRANK CRUMB, P .E DIRECTOR,. WATER DEPARTMENT ROBERT D. GOODE, P .E. DIRECTOR, T /PW DEPARTMENT Pre pared by: CH2MHILL ~ 309 Wes t 7th Street ---Suite 1020 Fort Worth, TX 76102 02 -19-08 P03 :45 IN A. DOUGLAS RADEMAKER, P.E. DIRECTOR, DEPARTMENT OF ENGINE RING M&C Request Revie w P a ge 1 o f 2 City o f Fort Worth Empl o yee Intranet www.cfwne~org Home I Council Agenda I M&C I Employee Directory I ACToday I Employee Classifieds I PRS I IT Online I Departments I Site Map COUNCIL ACTION: Approved on 1/22/2008 DATE: CODE: 1/22/2008 C REFERENCE NO.: TYPE: C-22635 NON-CONSENT LOG NAME: 30M244B-ORC PUBLIC HEARING: NO SUBJECT: Authorize Execution of a Contract with Oscar Renda Contracting , Inc., for M-2448 Emergency Sanitary Sewer Rehabilitation (City Project No. 00834) RECOMMENDATION: It is recommended that the City Council authorize the City Manager to execute a contract with Oscar Renda Contracting , Inc ., in the amount of $2 ,146 ,057 .50 for M-2448 Emergency Sanitary Sewer Rehabilitation. DISCUSSION: On August 14 , 2007 , (M&C C-22312) the City Council authorized the City Manager to execute an engineering agreement with CH2M Hill , Inc ., for the preparation of plans and specifications for M-2448 Emergency Sanitary Sewer Rehabilitation . The project will provide for the rehabilitation of the existing 39-inch diameter sanitary sewer main M-244 that crosses under Lake Arlington and which suffered damage to a segment of the pipe during the heavy storm event of March 30, 2007 . Water from the lake drained into the sewer main causing sewage overflows in the 6200 block of Pioneer Parkway in front of the Oakridge School. In order to eliminate inflow of lake water into the sewer main , the damaged sect ion was plugged at both ends and flow was temporarily diverted into a parallel sewer main (M-503*) which lacks adequate capacity to convey high flows during heavy storm events . The project cons ists of the replacement of a 4 ,000 feet segment of Sanitary Sewer Main M-2448 beginning from the Truman Drive/Willard Road intersection easterly 1,500 feet, then northeasterly 2 ,500 feet underneath Lake Arlington . The project was advert ised for bid on October 18 and 27 , 2007 in the Fort Worth Star Telegram . On December 20 , 2007, the following bids were received : Bidder Oscar Renda Contracting, Inc. S.J . Louis Construction of Texas, Ltd . Ark Contracting Services Amount $2,146,057.50 $2,192,749.00 $2 ,928,380 .00 Time of Completion 100 Calendar Days In addition to the contract cost , $104 ,001 is included for survey , inspection and other construction related tasks and $64 ,382 is provided for project contingencies . M/WBE -Oscar Renda Contracting , Inc. is in compliance with the City 's M/WBE Ordinance by committing to 15 percent M/WBE participation . The City's goal on this project is 15 percent. The project is located in COUNCIL DISTRICT 5, Mapsco BON , P and S . FISCAL IN FORMATION/CERTIFICATION: http://www.cfwnet.o rg/ council _packet/m e_ review .asp ?ID=907 3 &council d at e= 1/2 2/2 008 1/22/2008 M&C Request Review Page 2 of2 The Finance Director certifies that funds are available in the current capital budget, as appropriated , of the Sewer Capital Projects Fund . TO Fund/Account/Centers Submitted for City Manager's Office by: Originating Department Head: Additional Information Contact: FROM Fund/Account/Centers 3)P274 541200 705170083483 $2,146,587.00 Marc A. Ott (8467) A. Douglas Rademaker (6157) Liam Conlon (6824) ATTACHMENTS http ://www.cfwnet.org/c ouncil_packet/mc_review.asp?ID=90 73&councildate=l/22/2008 1/22 /2 008 CITY OF FORT WORTH DEPARTMENT OF ENGINEERING ADDENDUM NO. 1 . 01.:-Js-1241 TO THE PLANS~ SPECIFIACTIONS AND CONTRACT DOCUMENTS FDR M-244:S Emergency Sanitary Sewer' Rehabilitation D.O.E. Project No. 5735, P274-705170083483, City Project No. 00834 REVISED DID RECEIPT DATE: December 13, 2007 ADDENDUM NO. 1 ISSUED: November· 7, 2007 This Addendum No. 1 forms a part of the Contrnc:t D001ments refe,cnced above and modifies the Original Contract Documents and Plans Acknowledge receipt of this Addendum in the space provided below, in the proposal (page Part B-g) znd acknciwJ1:dge receipt on the outer envelape ofyout bid Failure to acknowledge receipt cf this Addendum c;ould subje~ the biddez 10 disqualification The bid OJJening dat~ is hereby ri=vis.t to December 13, 2007. AU other provisions of the plans, specifications and contract doa.imeDts for the projec;t which are not expressly amended herein shall remain in full forc1: and effect Failure tD rlrturn a signed copy of the addendum with the proposal shall be grounds fot iendering the bid non-responsive A signed copy of this addendum shall be placed into the propo.5al at the time of the bid submirtal Add•ndum No . l W.ade & .• .. ma:i:it~ A C92M ffil 1 t:O'Jl1f'WJY l Rel~: ll/7!i007 -- .1.L. -.1.i:,-1:1 ' ]..j ; .j"f .t'g: 3 City .,(f.ort Wcml, M-'24-4B EMer~y S:Vtitary Sewer Rcha.biliunior, Contnct Aftel' careful consideration and discussions with the U.S. Anny Corps of Engineers~ the use of these alternative materials. and :construction methods will be allowed for the. co.nstmction of the coffer dam. Ifselected, the Contractor shall document the total .. weight and volume of rock rip-rap material used a:nd shaH document in great detail the removal of all of this rock rip-rap material up to an additional twenty (20%) .percent of excavated material Contractor shall take special care in placing and removing these n1aterinls in designated forested wetlands. The Contractor will be solely responsible for repairing any damages to the lake and wetlands associated with tbe use of this construction method . If this alternative material is to be used, the Contractor shall strike out the word "STEEL" and write in ''ROCK" under the mate.rial line item on the Bid Proposal Form for Pay Item 7 and initial th.e change. 6 . BYPASS PUMPING: Several inquiries concerning available flow data and existing system configuration have been received related to the development of a bypass pumping plan. Limited flow data information is avmlable for this project; therefore. the Contractor shall develop the bypass plan capable c,f carrying full flow in a 54-inch RCP pipe; as shown in the plan profile plan sheet for M·503 and enclosed in the <:ontract documenrs . Thjs enclosure provides sufficient system configuration details necessary for the design of a bypass plan. 7 . ALTERNATIVE MATERIAL FOR REHABlUTATlNG STRUCTURES (PROTFCTlVE CORROSION LINRRS): A request for using ARC 791 Polymer Quartz Composite and ARC SUIB Reinforced Composite Systems as an altemativejunction stru.cture rehabilitation system to create a protective corrosion liner in these structures ident ified on this project. After careful consideration, the use of these rehabilitation system materials manufactured by the A. W. Chesterton Company, or approved equal, wilt be allowed to rehabilitate the existing junction stroctures on this project. The Coqtractor shall install this liner system in compliance with the manufacturer~s · recommendations. J.f this alternative material is to be used, the Contractor shall write in "ARC" under the material line item on the Bid Proposal Form for Pay Items 1S and 16 and initial the change. All other provisions of the plans, specifications and contract documents for the project which a.re not expressly amended herein shall remain in full force and effect. Failure to return a signed copy of the addendum with the proposal shall be grounds for rendering the bid non-responsive. A signed copy of this addendum shall be placed into tbe proposal at the time of the bid submittal. RECE[PT ACKNOWLEDGED: A. Douglas Radem_1er ,-E., Director By:~/ By : To'!J .ilib_ __ _ Company:~ Y //L~JTony Sholola, P .E ., Engineering Manager Wnde & A.tioei111 c..o, A C l I2M 1111.f., C'.ompimy 3 ADDENDUM 2 -Relc11Sc:d : 1211212001 City of Fort Worth M-2448 Emergency Sanitary Sewer Rehabilitation Contract Specifications TABLE OF CONTENTS PART A -NOTICE TO BIDDERS Notice to Bidders Comprehensive Notice to Bidders Special Instructions to Bidders PART B -PROPOSAL City of Fort Worth M/WBE Policy Specifications Proposal Addendums No. 1 and 2 PART C-GENERAL CONDITIONS General Conditions Supplementary Conditions PART D -SPECIAL CONDITIONS Special Conditions PART DA -ADDITIONAL SPECIAL CONDITIONS Additional Special Conditions PART E -SPECIFICATIONS 0157 28B Temporary Sanitary Sewer Control 3123 23.15 Trench Backfill 33 05 01 B Conveyance Piping -General 33 05 01.01B High-Density Polyethylene (HOPE) Pressure Pipe and Fittings 33 05 01.11B High-Density Polyethylene (HDPE) Pipe for Sliplining PART F -BONDS Certificate of Insurance General Environmental Impairment Liability Insurance Performance Bond Payment Bond Maintenance Bond Vendor Compliance to State Law Contractor Compliance with Workers' Compensation Law PART G -CONTRACT PART H -CITY OF FORT WORTH STANDARD FIGURES AND DETAILS APPENDIX A-GEOTECHNICAL INVESTIGATIONS APPENDIX B-STORM WATER POLUTION PREVENTION PLAN (bound separately and available at the DOE front desk for review) APPENDIX C -City of Arlington Plan Review Comments Letter USACE Compensatory Mitigation Commitment Nationwide Permit 12 M-244B Flood Plain Development Permit APPENDIX D -As-built Records and Diver's Report -' - - - - - PART A NOTICE TO BIDDERS NOTICE TO BIDDERS Sealed Proposals for the following: For: VILLAGE CREEK DRAINAGE AREA M-244B EMERGENCY DESIGN AND CONSTRUCTION PROJECT, FORT WORTH, TEXAS DOE PROJECT NO. 5736 CITY PROJECT NO. 00834 SANITARY SEWER PROJECT NO. P274-705170083483 Addressed to Mr. Charles Boswell, City Manager of the City of Fort Worth, Texas , will be received at the Purchasing Office until 1:30 PM, November 15, 2007, and then publicly opened and read aloud at 2:00 PM in the Council Chambers. Contract documents, including Plans and Specifications for this project may be obtained at the office of the Department of Engineering, Municipal Office Building, 1000 Throckmorton Street, Fort Worth, Texas on Monday, October 22, 2007. One set of plans and documents may be purchased for a non-refundable fee of sixty dollars ($60.00). A pre-bid meeting will be held on November 1, 2007 at 1.30 PM at the City of Fort Worth Engineering Department Conference Room 255, 1000 Throckmorton St., Fort Worth, TX 76102. The major work on the above project shall consist of the following: 214 LF 32-inch OD HDPE Sanitary Sewer 1,270 LF 34-inch OD HDPE Sanitary Sewer 1,910 LF 30-inch OD HDPE Sanitary Sewer 740 LF 36-inch OD HDPE Sanitary Sewer For additional information concerning this project, please contact Mr. Liam Conlon, Project Manager, at (817) 392-6824 or Chris Brooks, P.E. with Wade & Associates, Inc. at (817) 451-2820. Advertising Dates: October 18 , 2006 October 25 , 2006 Fort Worth, Texas PART A-COMPREHENSIVE NOTICE TO BIDDERS Sealed Proposals for the following : For: VILLAGE CREEK DRAINAGE AREA M-244B EMERGENCY DESIGN AND CONSTRUCTION PRO.JECT, FORT WORTH, TEXAS DOE PROJECT NO. 5736 CITY PRO.JECT NO. 00834 SANITARY SEWER PROJECT NO. P274-705170083483 Addressed to Mr. Charles Boswell, City Manager of the City of Fort Worth, Texas, will be received at the Purchasing Office until 1:30 p.m., November 15, 2007 and then publicly opened and read aloud at 2:00 PM in the Council Chambers. Plans for this project may be obtained at the office of the Department of Engineering, Municipal Office Building, 1000 Throckmorton Street, Fort Worth, Texas on Monday, October 22, 2007. One set of plans and documents may be purchased for a non-refundable fee of sixty dollars ($60.00). All bidders will be required to comply with provision 5159a of "Vernon's Annotated Civil Statutes" of the State of Texas with respect to the payment of prevailing wage rates and City Ordinance No. 7278, as amended by City Ordinance No. 7400 (Fort Worth City Code Sections 13-A-21 through 13-A-29), prohibiting discrimination in employment practices. -·, The major work on the above project shall consist of the following: 214 LF 1,270 LF 1,910 LF 740 LF 32-inch OD HDPE Sanitary Sewer 34-inch OD HDPE Sanitary Sewer 30-inch OD HDPE Sanitary Sewer 36-inch OD HDPE Sanitary Sewer Included in the above will be all other miscellaneous items of construction as outlines in the Plans and Specifications. The improvements included in this project must be performed by a contractor who is pre- qualified by the Water Department at the time of bid opening. The procedures for pre-qualification are outlined in the "Special Instructions to Bidders (Water Department)". A pre-bid meeting will be held on November 1, 2007, at 1:30 P.M. at the City of Fort Worth Engineering Department Conference Room 255, 1000 Throckmorton St., Fort Worth, TX 76102 The City reserves the right to reject any and/or all bids and waive any and/or all formalities. AW ARD OF CONTRACT: No bid may be withdrawn until the expiration of ninety (90) days from the date the MBE/WBE lf,l'ILIZATION FORM SUBCONTRACTOR/SUPPLIER UTILIZATION FORM, PRIME CONTRACTOR WAIVER FORM. GOOD FAI1H EFFORT FORM with Documentation and/or the JOINT VENTURE FORM as appropriate is received by the City. The award of contract, if made, will be within ninety (90) days after this documentation is received, but in no case will the award be made until all the necessary investigations are made as to the responsibility of the bidder to whom it is proposed to award the contract. Bidders are responsible for obtaining all addenda to the contract documents and acknowledging receipt of the addenda by initialing the appropriate spaces on the PROPOSAL form. Bids that do not acknowledge receipt of all addenda may be rejected as being non-responsive. Information regarding the status of addenda may be obtained by contacting the Department of Engineering at (817) 392-791 O. In accord with City of Fort Worth Ordinance, No. 15530, the City of Fort Worth has goals for the participation of minority business enterprises and women business enterprises in City contracts. A copy of the Ordinance can be obtained from the Office of the City Secretary. The Bidder shall submit the MBE/WBE UTil,IZATION FORM, SUBCONTRACTOR/SUPPLIER UTILIZATION FORM, PRIME CONTRACTOR WAIVER FORM, GOOD FAITH EFFORT FORM with Documentation and/or the JOINT VENTURE FORM as appropriate. The Documentation must be received by the managing department no later than 5:00 p.m., five (5) City business days after the bid opening date. The bidder shall obtain a receipt from the appropriate employee of the managing department to whom the delivery was made. Such receipt shall be evidence that the documentation was received by the City. Failure to comply shall render the bid non-responsive. Prospective bidders are hereby advised that all necessary permanent easements and temporary right-of-entry agreements for the construction of the project have not been acquired . It is anticipated that all the necessary easements and temporary right-of-entry agreements will have been acquired by the start of construction. No compensation shall be provided for delays if lack of executed easement(s) and temporary right-of-entry agreements cause work stoppage and the contractor shall honor its unit bid prices for the project. The Contractor shall be prepared to commence construction without all executed easement and temporary right-of-entry agreements and shall submit a schedule to the Engineer of how construction will proceed in the other areas of the project that do not require easements and temporary right-of-entry agreements. Bidders are advised that 6 copies of the Storm Water Pollution Prevention Plan will be made available for review at the Engineering desk. Two copies of the Storm Water Pollution Prevention Plan will be provided to the contractor once the contract is awarded. The Managing Department for this project is the Department of Engineering. For addi!ional information concerning this project, please contact Mr. Liam Conlon, Project Manager, _at (817) 392-6824 or Chris Brooks, P .E. with Wade & Associates, Inc. at (817) 451-2820. Charles R. Boswell City Manager Marty Hendrix City Secretary A. Douglas Rademaker, P .E., Director Department of Engineering / / By: To f\ ~ 5 k <> J ~ > Tony Sholola, P.E. Engineerinf Manager Advertising Dates: October 18, 2006 October 25 , 2006 Fort Worth, Texas SPECIAL INSTRUCTIONS TO BIDDERS 1. PREOUALIFICATION REQUIREMENTS: All contractors submitting bids are required to be prequalified by the Fort Worth Water Department pr ior to submitting bids. This prequalification process will e stablish a bid limit based on a technical evaluation and financial analys is of the contractor. It is the bidder 's responsibility to submit the followin g documentation: a current financial statement, an acceptable experience record , an acceptable equipme nt schedule and any other documents the Department may deem necessary, to the Dire ctor of the Water Department at least seven (7) calendar days prior to the date of the opening of bids . a . The financial statement required shall have been prepared by an independent certified public accountant or an independent public accountant holding a valid permit issued by an appropriate State licensing agency and shall have been so prepared as to reflect the financial status to the submitting company. This statement must be current and not more than one (I) year old. In the case that a bidding date falls within the time a new statement is being prepared, the previous statement shall be updated by proper verification. b . For an experience record to be considered to be acceptable for a given project, it must reflect the experience of the firm seeking qualification in work of both the same nature and technical level as that of the project for which bids are to be received. c . The Director of the Water Department shall be the sole judge as to the acceptability for financial qualification to bid on any Fort Worth Water Department project. d . Bids received in excess of the bid limit shall be considered non-responsive and will be rejected as such . e . The City, in its sole discretion, may reject any bid for failure to demonstrate experience and/or expertise . f. Any proposals submitted by a non-prequalified bidder shall be returned unopened , and if inadvertently opened, shall not be considered . g. The City will attempt to notify prospective bidders whose qualifications (financial or experience) are not deemed to be appropriate to the nature and/or magnitude of the project on which bids are to be received. Failure to notify shall not be a waiver of any necessary prequalification. h. Contractor shall provide proof of General Environmental Impairment Liability Insurance, including Coverage Limits . 2. BID SECURITY: A cashier's check, or an acceptable bidder's bond, payable to the City of Fort Worth, in an amount ofnot less than five (5%) percent of the largest possible total of the bid submitted must accompany the bid, and is subject to forfeiture in the event the successful bidder fails to execute the Contract Documents within ten (10) days after the contract has been awarded To be an acceptable surety on the bid bond, the surety must be authorized to do business in the state of Texas . In addition, the surety must (I) hold a certificate of authority from the Untied States secretary of the treasury to qualify as a surety on obligations permitted or required under federal law; or (2) have obtained reinsurance for any liability in excess of$100,000 from a reinsurer that is authorized and admitted as a re insurer in the state of Texas and is the holder of a certificate of authority from the Untied States secretary of the treasury to qualify as a surety on obligations permitted or required under federal law. Satisfactory proof of any such reinsurance shall be provided to the City upon request. The City, in its sole discretion, will determine the adequacy of the proofrequired herein. SPECIAL INSTRU CTI ONS TO BIDDERS 9/27/'2007 3. BONDS: A performance bond , a payment bond , and a maintenance bond each for one hundred (100%) percent of the contract price will be required , Reference C 3-3 .7 . 4. WAGE RATES: Section C3-3 .I3 of the General Conditions is deleted and replaced with the following : a . The contractor shall comply with all requirements of Chapter 2258 , Texas Government Code, including the payment of not less than the rates determined by the City Council of the City of Fort Worth to be the prevailing wage rates in accordance with Chapter 2258 , Texas Government Code . Such prevailing wage rates are included in these contract documents . b. The contractor shall, for a period of three (3) years following the date of acceptance of the work, maintain records that show (i) the name and occupation of each worker employed by the contractor in the construction of the work provided for in this contract; and (ii) the actual per diem wages paid to each worker. These records shall be open at all reasonable hours for inspection by the City . The provisions of Right to Audit, under paragraph L of Section Cl: Supplementary Conditions to Part C-General Conditions, pertain to this inspection. c . The contractor shall include in its subcontracts and /or shall otherwise require all of its subcontractors to comply with paragraphs (a) and (b) above . d . With each partial payment estimate or payroll period , whichever is less , an affidavit stating that the contractor has complied with the requirements of Chapter 2258 , Texas Government Code. The contractor shall post the prevailing wage rates in a conspicuous place at the sit~ of the project at all times . 5. AMBIGUITY: In the case of ambiguity or lack of clearness in stating prices in the Proposal, the City reserves the right to adopt the most advantageous construction thereof to the City or to reject the Proposal. 6. BIDDER LICENSE: Bidder must be a licensed Contractor in the State of Texas . 7. NONRESIDENT BIDDERS: Pursuant to Article 60Ig, Texas Revised Civil Statutes, the City of Fort Worth will not award this contract to a nonresident bidder unless the nonresident's bid is lower than the lowest bid submitted by a responsible Texas resident bidder by the same amount that a Texas resident bidder would be required to underbid a nonresident bidder to obtain a comparable contract in the state in which the nonresident's principal place of business in located. "Nonresident bidder" means a bidder whose principal place of business is not in this state , but excludes a contractor whose ultimate parent company or majority owner has its principal place of business in this state. This provision does not apply if this contract involves federal funds. The appropriate blanks of the Proposal must be filled out by all nonresident bidders in order for the bid to meet specifications . The failure of a nonresident contractor to do so will automatically disqualify that bidder. 8. PAYMENT: If the bid amount is $25,000 .00 or less, the contract amount shall be paid within forty- five ( 45) calendar days after completion and acceptance by the City. 9. AGE: In accordance with the policy ("Policy") of the Executive Branch of the Federal Government, Contractor covenants that neither it nor any of its officers, members, agents employees, program participants or subcontractors, while engaged in performing this contract, shall , in connection with the SPECIAL INSTRUCTIONS TO BIDDERS 2 9/27/'2007 employment, advancement or discharge of employees or in connection with the terms , conditions or privileges of their employment, discriminate against persons because of their age except on the bases of a bona fide occupational qualification, retirement plan or statutory requirement. Contractor further covenants that neither it nor its officers, members, agents, employees, subcontractors, program participants, or persons acting on their behalf, shall specify, in solicitations or advertisements for employees to work on this contract, a maximum age limit for such employment unless the specified maximum age limit is based upon a bona fide occupational qualification, retirement plan or statutory requirements . Contractor warrants it will fully comply with the policy and will defend, indemnify and hold City harmless against any claims or allegations asserted by third parties or subcontractor against City arising out of Contractor's and/or its subcontractors' alleged failure to comply with the above referenced Policy concerning age discrimination in the performance of this agreement. 10. DISABILITY: In accordance with the provisions of the Americans With Disabilities Act of 1990 ("ADA"), Contractor warrants that it and any and all of its subcontractors will not unlawfully discriminate on the basis of disability in the provision of services to the general public , nor in the availability, terms and/or conditions of employment for applicants for employment with, or employees of Contractor or any of its subcontractors . Contractor warrants it will fully comply with AD A's provisions and any other applicable federal, state and local laws concerning disability and will defend, indemnify and hold City harmless against any claims or allegations asserted by third parties or subcontractors against City arising out of Contractor's and /or its subcontractors' alleged failure to comply with the above referenced laws concerning disability discrimination in the performance of this agreement. 11. MINORITY AND WOMEN BUSINESS ENTERPRISES: In accord with City of Fort Worth Ordinance No. 15530, the City of Fort Worth has goals for the participation of minority business enterprises and women business enterprises in City contracts. A copy of the Ordinance can be obtained from the Office of the City Secretary. The bidder shall submit the MBE/WBE UTILIZATION FORM, SUBCONTRACTOR/SUPPLIER UTILIZATION FORM, PRIME CONTRACTOR W AIYER FORM and/or the GOOD FAITH EFFORT FORM ("with Documentation") and/or the JOINT VENTURE FORM as appropriate. The Documentation must be received by the managing department no later than 5:00 p.m ., five (5) City business days after the bid opening date . The bidder shall obtain a receipt from the appropriate employee of the managing department to whom delivery was made. Such receipt shall be evidence that the documentation was received by the City. Failure to comply shall render the bid non-responsive. Upon request, Contractor agrees to provide the Owner complete and accurate information regarding actual work performed by a Minority Business Enterprise (MBE) and/or women business enterprise (WBE) on the contract and payment thereof. Contractor further agrees to permit any audit and/or examination of any books, records or files in its possession that will substantiate the actual work performed by an MBE and/or WBE . The misrepresentation of facts (other than a negligent misrepresentation) and/or commission of fraud by the Contractor will be grounds for termination ofthe contract and/or initiating action under appropriate Federal, State or local laws or ordinances relating to false statements. Further, any such misrepresentation facts (other than a negligent misrepresentation) and/or commission of fraud will result in the Contractor being determined to be irresponsible and barred from participating in City work for a period of time of not less than three (3) years . 12. FINAL PAYMENT, ACCEPTANCE AND WARRANTY: a. The contractor will receive full payment (less retainage) from the city for each pay period. b. Payment of the retainage will be included with the final payment after acceptance of the project as being complete . SPECIAL INSTRUCTIONS TO BIDDERS 9/27/2007 3 c. The project shall be deemed complete and accepted by the City as of the date the final punch list has been completed, as evidenced by a written statement signed by the contractor and the City. d. The warranty period shall begin as of the date that the final punch list has been completed. e . Bills Paid Affidavit and Consent of Surety shall be required prior to final payment becoming due and payable. f. In the event that the Bills Paid Affidavit and Consent of Surety have been delivered to the city and there is a dispute regarding (i) final quantities, or (ii) liquidated damages , city shall make a progress payment in the amount that city deems due and payable. g. In the event of a dispute regarding either final quantities or liquidated damages , the parties shall attempt to resolve the differences within 30 calendar days SPECIAL INSTRUCTIONS TO BIDDERS 9/27/2007 4 PARTB PROPOSAL ADDENDUMS NO. 1 AND 2 FORTW"ORTH ----. •9• __.. . City of Fort Worth Minority and Women Business Enterprise Specifications SPECIAL INSTRUCTIONS FOR BIDDERS APPLICATION OF POLICY if the total . 901 la(vat~~. gf t~l c;ontr1:1ct:i.s $~~too th e tota1 ,:ab1'1~fvaliJ~i ofitK ~icori tra¢t isife ss' than.· POLICY STATEMENT It is the policy of the City of Fort Worth to ensure the full and equitable participation by Minority and Women Business Enterprises (M/WBE) in the procurement of all goods and services to the City on a contractual basis . All requirements and regulations stated in the City's current Minority and Women Bus iness Enterprise Ordinance apply to this bid . M/WBE PROJECT GOALS The City's M/WBE goal on this project is 1§_% of the total bid (Base bid applies to Parks and Community Services). COMPLIANCE TO BID SPECIFICATIONS On City contracts of $25 ,000 or more , bidders are required to comply with the intent of the City 's M/WBE Ordinance by either of the follow ing : 1. Meet or exceed the above stated M/WBE goal, or 2. Good Faith Effort documentation, or; 3. Waiver documentation, or; 4. Joint Venture. SUBMITTAL OF REQUIRED DOCUMENTATION The applicable documents must be received by the Managing Department , within the following times allocated , in order for the entire bid to be considered res onsive to the s ecifications . 1. Subcontractor Utilization Form , if goal is rece ived by 5:00 p.m., five (5) City business days after the bid met or exceeded : opening date, exclusive of the bid opening date . 2. Good Faith Effort and Subcontractor received by 5:00 p.m., five (5) City business days after the bid Utilization Form , if participation is less than opening date , exclusive of the bid opening date. stated goal : 3. Good Faith Effort and Subcontractor received by 5:00 p.m., five (5) City business days after the bid Utilization Form , if no M/WBE participation : opening date , exclusive of the bid .opening date . 4. Prime Contractor Waiver Form , if you will received by 5:00 p.m., five (5) City business days after the bid perform all subcontractinq/supplier work : open ing date , exclusive of the bid openinq date . 5. Joint Venture Form , if utilize a joint venture received by 5:00 p.m., five (5) City business days after the bid to met or exceed goal. opening date , exclus ive of the bid opening date . HE ,GIT'('.$ .tviJWBE C>RplNANCE;"Wl l.lli[E REStJ ··. · NoN~Rt:sebN.s1vi:1;:i;b .sp,,Ec1~10,(r1Qt.f Any questions , please contact the M/WBE Office at (817) 392-6104. Rev . 11/1 /05 F O R T WORT H --~ PRIME COMPANY NAME : &5C~ ,(.e.J1/_p.., PROJECT NAME: City of Fort Worth Subcontractors/Suppliers Utilization Form ATTACHMENT 1A Page 1 of 4 Co/! h d-tlU) / Check applicable block to describe prime L.Je-I MNV/DBE I Kl NON-MNV/DBE - M-244B EMERGENCY SANITARY SEWER REHABILITATION '.i Bl~TE l.:Z ;J_/) #/ City's M/WBE Project Goal: Prime's M/WBE Project Utilization : 11ROJEtT NUMBER 00834 15% % Identify all subcontractors/suppliers you will use on this project M/WBEs listed toward meeting the project goal must be located in the nine (9) county marketplace or currently doing business in the marketplace at the time of bid. Ma rk etplace is the geog raph ic area of Tarrant , Parker , Johnson , Collin , Dallas , Denton , Ell is, Kaufman and Rockwall count ies . · ALL M/WBEs MUST BE CERTIFIED BEFORE CONTRACT AWARD. Certification means those firms , located or doing business at the time of bid opening w ithin the Marketplace , that have been determined to be bonafide minority or women businesses by the North Central Texas Reg ional Certification Agency (NCTRCA), or the Texas Department of Transportation (TX DOT ), highway division . Disadvantaged Business Enterprise (DBE ) is synonymous with Minority/Women Bus iness Enterprise (M/WBE ). Rev . 5/30/03 , f b RTWORTH ~ :--......,.--1 2 -2 '1-0 7 P04 : lb I N ATTACHMENT 1A Page 2 of 4 ~ j Primes are required to identify ALL subcontractors/suppliers , regardless of status ; i.e ., Minority, Women and non-M/WBEs . Please list M/WBE firms first, use additional sheets if necessary . • ~ Certification ll~t (check one) ~ SUBCONTRACTOR/SUPPLIER T 1:S:\;: Detail Detail Company Name i N T C X l~M , Subcontracting Work Supplies Purchased Dollar Amount ~ Address e M w T .D 11 ~1if Telephone/Fax r B B R 0 ~ E E C T 1,il ii' ~ A {c I C.O ~ l-f -::J-tAt i, • t,sw, b ~l.+-,fl ~ I Ft,t.LL • I 2..0 f /Zo't tH Fo •rl<-W C",U.j X. £ t..t-fp I , ~w $f. l (,,() l ouo ~ l;::-1A..\L'>Si T1-11..~'-t 0 '.4 ~" ~n-'Z..l.p/s'-~ts) t ~l,r 1.I~-14 '\1 • • (V\°!'Y"'VLfY' M ~J' h. 0 l t.. "f\f ~5('.e d, ~;'1 1t \.o ~ CT~O - t ' ~~c...-f~fed-w(..,. V 38 ?-~ C..o.. Ila.I ie, Pn..vt. l ~ (,o~+-U~j ~a_V'.,li T ,-1 • ""' -fp81-.i>q3 t 111-;11,,-s3 18 • S.\-c, ~ fV'-w ~ ,r ~$t 0 1'--f ~ $.e Y\J ' c.,e. s 4zi l?4st-1>"3o I Stt. C 1 X C,vN"'ltlAlL t:l 10, (h)l),... ~ g..o'ic.e c '~ l '~-l ~~ s i;R-tJ le,g $ • &\11.-l....3<.-,,n • '11 ~ -'i'f3-c;, S t.f t U).J, ~vJ•" {2..e_a...R... 1 l.,~~ • • .f:ct \3e\-h \~ h.P-M I S 4..f'f l t 1jl-j:l ir,~-- fiia.,\-v..Jel!,,~ t T"-1 IPI 11 • 'll'\ -1s-'t -\ "t l'i • ~n -1 5"\ -n\C. • • L~\S tJlor~nu "'T...-~tt-~ l -tfA.."'-l l (l j 4-14-1 N orMC( s~ • h (2.t-w <,)ILl-ft ~ tr-11o I o3 I X JV I~ oVo ... • ~ l?tt 5 \ e. ~ c, v'e 5 ,\.:ks (Loa:- f,rt..f'l.5fbr-l,,..4--<o,J Su.,f>p l l e f2. a too(®() r tt4-1>J 1'(. T -35 \ De" h>n, Tr-,IP 2-0 7 C,L/-0-~f .3 -oot; Ip "I 'to -3(3 001 "l Rev . 5130103 ' fORTWORTH :~ ATIACHMENT 1A Page 3 of 4 Primes are required to identify ALL subcontractors/suppliers , regardless of status ; i.e ., Minority , Women and non-M/WBEs . Please list M/WBE firms first , use additional sheets if necessary . Certification :t~f SUBCONTRACTOR/SUPPLIER (c heck ~>ne) T T '")!? Detail Detail Company Name i N c:-?~ C X 'M Subcontracting Work Supplies Purchased Dollar Amount Address e M w T D ;::~ Telephone/Fax r 8 8 R 0 E E C T i,~\ A . ·"''~' Rev . 5/30/03 . f'OR TWORTH :~ 'I 2 -2 '/ -0 7 P O 4 : I 8 I N ATIACHMENT 1A Page 4 of 4 Total Dollar Amount of M/WBE Subcontractors/Suppliers $ 3 2 ~ ()!Du> . 00 Total Dollar Amount of Non-M/WBE Subcontractors/Suppliers $ J g21 os7. so I I TOTAL DOLLAR AMOUNT OF ALL SUBCONTRACTORS/SUPPLIERS $1 t Lf-~ osl. ~o I l By affixing a signature to this form , the Offerer further agrees to provide, directly to the City upon request , complete and accurate information regarding actual work performed by all subcontractors , including M/W/DBE(s) arrangements submitted with the bid . The Offerer also agrees to allow an audit and/or examination of any books , records and files held by their company . The bidder agrees to allow the transmission of interviews with owners, principals, officers , employees and applicable subcontractors/suppliers/contractors participating on the contract that will substantiate the actual work performed by the M/W/DBE(s) on this contract , by an authorized officer or employee of the City . Any intentional and/or knowing misrepresentation of facts will be grounds for terminating the contract or debarment from City work for a period of not less than three (3) years and for initiating action under Federal, State or Local laws concerning · false statements . Any failure to comply with this ordinance and create a material breach of contract may result in a determination of an irresponsible Offerer and barred from participating in City work for a period of time not less than one (1) year . Printed Signature Title cI~~~~~rrm ~1.~.~y,tz. L ~11 hk a1,-Y1I-Z103 I gn-Lf{/-1 b 2-7 Company Name Telephone and/or Fax Address E-mai l Address 'k:ocuio !Cl , -r 1--1 tp z.J, z_ City/State/Zip Date Rev . 5/30/03 TO: City Manager Municipal Office Building 1000 Throckmorton Street Fort Worth, Texas 76102 September, 2007 PROPOSAL FOR: M-244B EMERGENCY SANITARY SEWER REHABILITATION City Project No.: 00834 Pursuant to the foregoing "Notice to Bidders," the undersigned has thoroughly examined the plans, specifications and the site, understand the amount of work to be done, and hereby proposes to do all the work and furnish all labor, equipment, and materials necessary to fully complete all the work as provided in the plans and specifications, and subject to the inspection and approval of the Director, Department of Engineering of the City of Fort Worth. The Contractor must be pre qualified in accordance with the Water Department of the City of Fort Worth requirements. Upon acceptance of the Proposal by the City Council, the bidder is bound to execute a contract and furnish Performance, Maintenance Bond for the water replacement contract only, and Payment Bond approved by the City of Fort Worth for performing and completing said work within the time stated for the following sums, to wit: Following are the bid items required for the installation of the M-244B Emergency Sanitary Sewer Rehabilitation. The items are to be incorporated into the City of Fort Worth Fort Worth Water Department and Department of Engineering specifications for this project. Total quantities given in the bid proposal may not reflect actual quantities, but represent the best accuracy based on a reasonable effort of investigation; however, they are given for the purpose of bidding on and awarding the contract. Furnish and install, including all appurtenant work, complete in place, the following items. 10/19/2007 PART B-1 M244B PROPOSAL BID -Sanitary Sewer Rehabilitation PAY CPMSNO. APP. UNIT DESCRIPTION OF ITEMS WIIB BID PRICES WRITTEN MATERIAL UNIT PRICE TOTAL AMOUNT ITEM QTY IN WORDS BID (Furnish and install complete in place, including all app urtenant =rk, the following item;.) B!D-01118 214 LF Pipe-Sewer-Install -Slipline M-2448 (36-in.1.D.) from Sta. HDPE 89+o0 to new MH @Sta. 91+14 with 34-inch 0.D. HDPE Pipe and pressure grout annular space ~o_ "1u11d.rtJ t11rtb:r t, ""-Dollars "' Ale, Gnts $ t1S $ V?(l~O - I 2 BID-01118 649 LF Pipe-Sewer -Install -Slipline M-2448 (39-iri. l.D.) from new MH HDPE at Sta. 129+80 to ne.>1 MH at Sta. 122+88 with 36-inchO.D. HDPE Pipe and pressure grout annular space th,n_ hw•dr#J (:rt.,--Dollars .,. ______. ~ $~~~Lrz> ~ NO Gnts $ ' 3 BID-01118 853 LF Pipe-Sewer-Install -Slipline M-2448 (36-in. l.D.) from new MH HDPE @ Sta. 91+ 14 to new MH@ Sta. 98+ IO{Lake cross ing) with 32- inch O.D . HDPE Pipe and pre ssure grout annular space Tu (iL h£M1Jrr,/.J '& .(,I.A.Do ll ars NO 3'/S Z9~!.oS-ts $ $ • 4 B!D-01118 621 LF Pipe-Sewer-In stall -Slipline M-2448 (36-in lD.) from new MH HDPE @ Sta. 98+ 10 to ~a. I 06+09 with 34-inch O.D. HDPE Pipe and pressure grout annular space -ihrY-~wclr-,J -ftcrh,-Dollars ~(O Gnts $ ~30 $ tolf, q30 .,. 5 BID-01118 1,057 LF Pipe-Sewer -Install -Slipline M-2448 from Sta. I 06+09 to new HDPE MH @ Sta. 116+43 (Lake crossing) with 32-inch 0 .D. HDPE Pipe and pressure grout annular space -JhN!. b Y.nJ.{fA! 1wUl-,&-1'tiJ.Loollars ;' $ B t/3, si.5' .-tit> Gnts $ 3t5 6 BID-00226 740 LF Pipe-Sewer -Install 36-Inch OD HOPE Sewer Pipe by Open C ut HDPE from new MH @ Sta. 122+88 to ne.>1 MH @ Sta. 1 16+4 3 & 20 ft section UIS ofMH @ Sta. 91 + 14 to connect to new MH ~<I./ b uriJd --Dollars 900 ' ,.... 1'0 -Gnts $ $ uz., o-vo 7 B!D-00121 LS Install and Remove Temporary 120 Ft Long Coffe r Dam (Steel Steel Sheet Pilings or Portadam System) at Line Break 6ve. ~1U\d~d ]MY.i~fl~ Dollars $ 5019, QOO , $ ':500, 000 ~Q Gnts BID -San ita ry Sewer Rehabilitation PAY CPMSNO. APP. UNIT DESCRIPTION OF ITEMS WITH BID PRICES WRITIEN MATERIAL UNIT PRICE TOTAL AMOUNT ITEM QTY IN WORDS BID (Furnish and install oomplete in place, including all appurtenant work , the following item;.) 8 B!D-01150 EA Sewer-Point Repair-Open Cut -Install 30 LF Repair ofM-244B Iron Line Failure 7e.n . -ft,,_ o ~ Sa ft J__ Dollars ft(o Cents $ /0 (100 $ l!J; dOt) ' 9 B!D-01150 EA Sewer-Point Repair -Open Cut -Install Repair ofM-244B Line Iron Failure (Extra Len -10-LF Each) asuntl -Dollars /(0 Cents $1,(/00 $I.too 10 B!D-00092 500 CY Install Rock Riprap along shore line to protect new MH @ Sta. Concrete 98+ 10 and Sta 116+43 and to facilitate construction LU.Jo Dollars /("I) nts $ J. ,- $ 1, mo -- II B!D-00121 LS Remove Concrete Plug from M-244B@ MH at Sta. 9 I+ 34 Service CS --T'i_n #ous-t:cnd Dollars • /y' I) Cents $ I°'-rµ!J ~ $ /(J(d),.. ' ' 12 B!D-00123 LS Dewatering M-244B from 91+34 to 122+78 &General Flow Iron Control during Construction (21J.t::_ h_t4lld/Pd A'/',&_ fh~,.t£ollars <J $ (J.7Jl~c) $ /mm -Cents ' 13 BID-01147 1,750 LF CCTV /Sonar Inspection of Large Diameter Sanitary Sewer -M-Service CS 244B Lake Crossings -Study t2/Vl i6 Qol/!!l f.,lt. /. ,,./'.:> Cents ~ ( $!7SV 14 BID-01145 1,750 LF Large Diameter Sanitary Sewer Line Cleaning ofM-244B Lake Service CS Crossings -ServiceCS "Nt:F Dollars I -/)e . K-di5D $ /,75()- 15 BID-001187 EA Structure-Rehab: Inspection, Condition Assessmmt & Servic e CS Rehabilitation o f Junction Sructurel; Rehabilitation/Replacement ofFlow Control Devic e in Square MH at Sta. 89+00 -Rehab f::;1/-een 'f?.ou..S(). n£ Dollars /{o $ /), ()_/JO -Lf;. ~O() nts $ BID -Sanitary Sewer Rehabil itation PAY CPMSNO. APP. UNIT DESCRIPTION OF ITEMS WIJH BID PRICES WRITTEN MATERIAL UNIT PRICE TOTAL AMOUNT ITEM QTY IN WORDS BID (Furnish and install complete in place, including all appurtenant m:>rk, the following item;.) 16 BID--001187 EA Structure-Rehab: Inspection, Condition Assessment & Service CS Rehabilitation of Junction ~cturel; Rehabilitation/Replacement of Flow Control Devi ce in Square MH at Sta. 13o+34 -Rehab HPfetn lk0_u5"~~ Dollars 11/0 $15;@0 -/l;{)1)t)-Gnts $ 18 BID--00223 2 EA Pipe-By Pass Pumping and 3 days of operation -Install ServiceCS :Se..~M 11 undre_cf. h£fr_ Dollars ?SO -/, ~o -N1> Gnts $ $ 19 BID--00099 LS Storm Water Poll ution Prevention Plan > Than I Ac SWPPP -Service CS In stall h~bt-th (JU .f._lt ~ I_ Dollars ~o, tl(J{)-(Vto-&O , uo Gnts $ $ I 20 BID--00 100 6 EA Manhole-Std 5 Ft Diam -(to 6 Ft Depth) -Install Concrete CtY._e_ f1t/J U 5 a.I!_ tf Dollars ~~0-l,/}lf"l) -ff' Gnts $ $ 22 BID--00219 6 EA Manhole-Stainless Steel Locking Weather Tight Insert -Install Stainless Steel OMe h"nd'rtl --Dollars #0 Gnts $ 100 -~()_0--$ 23 BID-00196 2 EA Collar-Manhole -In stall Concrete 'lw" tltAndrtd Dollars p/(/ nts $ ~0 -$ 'too- 24 BID--002 17 6 EA Manhole-Vacuum Test -Services Service CS GHy ollars 6D -3co -NO nts $ $ 25 BID-00211 117 VF Manhole--Interior Protective Coating -Install Service CS &Ne hft!,_n(ktd Dollars /~_IJ,., $ l/1 7Do , }/{) nt s $ BID -Sanitary Sewer Rehabilitation PAY CPMSNO. APP. UNIT DESCRIPTION OF ITEMS WllH BID PRICES WRITTEN MATERIAL UNIT PRICE TOTAL AMOUNT ITEM QTY IN WORDS BID (Furnish and install romplete in place, including all appurtenant wo rk, the following item;.) 27 BID-00206 3 EA Manhole-Remove Service CS ~o tJ_ v.11-d red -Dollars s/00 ,.-t~o --t( [) Cents $ 28 BID--00205 2 EA Manhole-Abandon Other ~u 6_u1td1e,/ Dollars -I'( 0 Cents $ df)() $ t/00 29 BID-00367 3 EA Sewer-Service-Cut & Plug Existing All Sizes All Depths -Service CS Abandon 0/Vl h undH I Dollars /tJ!) ./ N~ Cents $ $ 8tJO- 30 BID--00372 1,000 LF Trench Safety System 5 Foot Depth -Install Service CS /JA./8 Dollars ,.,o Cents $ ; ---$ ~ {Jb1)-- 31 BID--00544 350 CY Fill Material-Flowable Fill -Install (Class E Concrete (1500#) for Cement Miscellaneous Placement) fllJ Dollars /() --/VO Cents $ $~ s:vo 32 BID-00545 350 CY F ill Materia l-Type B Backfill -In stall Soi l -::lhcu Dollars 3 ,..... s /, oro -,-/ ~ Cents $ 33 BID-00494 500 CY Crushed Stone (Access roads) Service CS -tlia t-Dollars Alo Cents $ :3---$ I, f"lJcJ- 34 BID--00121 LS Site re storation and NWP 12 Permit Mitigation Compliance -ServiceCS Micellanoous Time and Materials J/1/e 101"'~m .Jwi)_ A u11i~ Dollars f.id -~ts s~a ~ s LUX:7,. BID -Sanitary Sewer Reh abilitation PAY CPMSNO. APP. UNIT DESCRIPTION OF ITEMS WITII BID PRICES WRITTEN MATERIAL UNIT PRICE TOTAL AMOUNT ITEM QTY IN WORDS BID (Furnish and in stall oomplete in place, including all appurtenant work, the following item;.) 35 BID-00127 200 LF Security Fence -Remove Service CS tJtve ollars µc:, $ /,..... $ 2,()0 - 36 BID-00126 200 LF Security Fence -Install Service CS ~JvF Dollars ,,..... ~--µ<> Cents $ I $ 37 BID-00134 1,500 SY Grass -Hydromulch Seedi ng -Install Vegetation Dollars ,e:~~ Cents $ .sv $ 7Sl)- 38 BID-00147 750 SY Top Soil -In stall Soil Dollars -n"/f.r. Cents $ ~ $ 376 39 BID-00542 EA Dehole-Exploraory Excavation -Study Service CS ONe Ir. u11tl/~d Dollars ,to Cents $ 100-$ j{t(),,.. 40 BID-00202 3,500 LF Inspection -Preconstruction C le aning and TV -Study Service CS Dollars &Et, Cents $ .st) $ L 7W- 41 BID-00201 4 ,225 LF In spection-Post Constructi on Cleanin g and TV -Study Service CS Dollars /iP~ nts $ ,SC) $ ~,ILZ,SO M -244BEMERGENCY SANITARY SEWER REHABILITATION TOTAL BID:$ 'Z, I ti-~, OS1. 5 0 ESTIMATED LIST OF HOPE FITTINGS TO BE SUBMITTED WITH BID ADD OR SUBSTRACT FOR THE FOLLOWING FITTINGS INCLUDING INSTALLATION Unit Weight Total Quantity Size of Fitting Type of Fitting Weight (lbs) (lbs) ~Z'' 2.-:2. $" Z-fd7 2-&'/ '?)'Z,. '-f5tl 33/ ~3/ 32," ctct 7 ?;8' 7 ?> l' :~2·' Tee., 9S7 '1S7 3t/'' Q.:2,5 30/ 30/ ?J</., 4S0 ~83 '3&>3 '3 '-{ .. 10· f7/ JJ7/ '31./ ., Tee, / I/ sv lt/SZ/ 3(," J.-2..~ 33cf 3?~ ?>" ,, 4-50 L/'I I l/'fl '3(., "' C/00 1011 lt)/1 .'1 <., ., 7ee., /~7(, lb7/t:, Contractor shall fill in blanks for "Weight per Fitting" and "Total Weight" as a part of his bid (weight will be based on M . J. Fittings.) 10/19/07 PARTB-7 M244B PROPOSAL Within ten (10) days after notification by the City, the undersigned will execute the formal contract and will deliver an approved Surety Bond and such other bonds as required by the Contract documents, for the faithful performance of the Contract. The attached bid security in the amount of 5% is to become the property of the City of Fort Worth, Texas, in the event the contract and bond or bonds are not executed and delivered within the time above set forth, as liquidated damages for the delay and additional work caused thereby. The undersigned bidder certifies that he has been furnished with at least one set of the General Contract Documents and General Specifications for Water Deparbnent Projects dated January l, 1978, including latest revisions, and that he has read and thoroughly understands all the requirements and conditions of those General Documents and the specific Contract Documents and appurtenant plans. The undersigned assures that it employees and applicants for employment and those of any labor organization, subcontractors, or employment agency in either furnishing or referring employee applicants to the undersigned are not discriminated against as prohibited by the terms of City Ordinance No. 7278 as amended by City Ordinance No. 7400. The Bidder agrees to begin construction within ten (10) calendar days after issue of the work order, and to complete the contract within One Hundred (100) calendar days after beginning construction as set forth in the written work order to be furnished by the Owner. (Complete A or B below, as applicable) A. The principal place of business of our company is in the State of TX Nonresident bidders in the State of our principal place of business, are not required to be __ percent lower than resident bidders by state law. A copy of the statue is attached. Nonresident bidders in the State of our principal place of business are not required to underbid resident bidders. B. The principal place of business of our company or our parent company majority owner is in the State of Tex as. Addendum No. 1 (Initials~) Addendum No. 2 (Initials °{£) Addendum No. 3 (Initials __ ) (seal) If bidder is a corporation Date: q / t-f J lti 1 ~ 10/19/07 Respectfully submitted, By:~~ Title: v\ Ct Pres lcl f'Y\..\- Company: oS C,k(l.. e e NOA Cot.J -r f.A CT l ,v '- Address: t:51,,,7-Bws or L"'-"-<-. Roo rtD Lu, -r J<-1 tp 2-lt; 'Z- PARTB-8 M244B PROPOSAL PARTC GENERAL CONDITIONS Cl-1 Cl-1.1 Cl-1.2 Cl-1.3 Cl-1.4 Cl-1.5 Cl-1.6 Cl-1.7 Cl-1.8 Cl-1.9 Cl-1.10 Cl-1.11 Cl-1.12 Cl-1.13 Cl-1.14 Cl-1.15 Cl-1.16 Cl-1.17 Cl -1.18 Cl-1.19 Cl -1.20 Cl-1.21 Cl-1.22 Cl -1.23 Cl-1.24 Cl-1.25 Cl-1.26 Cl-1.27 Cl-1.28 Cl-1.29 Cl -1.30 . Cl-1.31 Cl-1.32 PART C -GENERAL CONDITIONS TABLE OF CONTENTS NOVEMBER 1, 1987 TABLE OF CONTENTS DEFINITIONS Cl-1 (1) Definition of Terms Cl-1 (1) Contract Documents Cl-1 (2) Notice to Bidders Cl-1 (2) Proposal Cl-1 (2) Bidder Cl-1 (2) General Conditions Cl-1 (2) Special Conditions Cl-1 (2) Specifications Cl-1 (2) Bonds Cl-1 (2) Contract Cl-1(3) Plans Cl-1 (3) City Cl-1 (3) City Council Cl-1 (3) Mayor Cl-1 (3) City Manager Cl-1 (3) City Attorney Cl-1 (3) Director of Public Works Cl-1 (3) Director, City Water Department Cl-1 (3) Engineer Cl-1 (3) Contractor Cl-1 (3) Sureties Cl-1 (4) The Work or Project Cl-1 (4) Working Day Cl-1 (4) Calendar Days Cl-1 (4) Legal Holidays Cl-1 (4) Abbreviations Cl-1 (4) Change Order Cl-1 (5) Paved Streets and Alleys Cl-1 (5) Unpaved Streets or Alleys Cl-1 (6) City Street Cl-1 (6) Roadway Cl-1 (6) Gravel Street Cl-1 (6) C2-2 INTERPRETATION AND PREPARATION OF PROPOSAL C2-2.1 C2-2.2 C2-2.3 C2-2.4 Proposal Form Interpretation of Quantities Examination of Contract Documents and Site of Project Submitting of Proposal (1) C2-2 (1) C2-2 (1) C2-2 (2) C2-2 (2) C2-2.5 C2-2.6 C2-2.7 C2-2.8 C2-2.9 C2-2.10 C2-2.11 C2-2.12 C3-3 C3-3.1 C3-3.2 C3-3 .3 C3 -3.4 C3-3.5 C3-3.6 C3-3.7 C3-3.8 C3-3.9 C-3-3.10 C3-3.11 C3 -3.12 C3-3.13 C3-3 .14 C3-3.15 C4-4 C4-4.l C4-4.2 C4-4.3 C4-4.4 C4-4.5 C4-4.6 C4-4.7 CS-5 CS -5.1 CS-5 .2 CS -5.3 CS -5.4 C5-5.5 CS-5.6 CS -5.7 '. Rejection of Proposals Bid Security Delivery of Proposal Withdrawing Proposals Telegraphic Modifications of Proposals Public Opening of Proposal Irregular Proposals Disqualification of Bidders AW ARD AND EXECUTION OF DOCUMENTS: Consideration of Proposals Minority Business Enterprise/Women Business Enterprise Compliance Equal Employment Provisions Withdrawal of Proposals A ward of Contract Return of Proposal Securities Bonds Execution of Contract Failure to Execute Contract Beginning Work Insurance Contractor's Obligations Weekly Payrolls Contractor's Contract Administration Venue SCOPE OF WORK Intent of Contract Documents Special Provisions Increased or D ecreased Quantities Alteration of Contract Documents Extra Work Schedule of Operation Progress Schedules for Water and Sewer Plant Facilities CONTROL OF WORK AND MATERIALS Authority of Engineer Conformity with Plans Coordination of Contract Documents Cooperation of Contractor Emergency and/or Rectification Work Field Office Construction Stakes . (2) C2-2 (3) C2-2 (3) C2-2 (3) C2-2 (3) C2-2 (3) C2-2 (4) C2-2 (4) C2 -2 (4) C3 -3 (1) C3 -3 (1) C3-3 (1) C3-3 (1) C3-3 (2) C3-3 (2) C3-3 (2) C3 -3 (3) C3-3 (3) C3-3 (4) C3-3 (4) C3-3 (6) C3 -3 (6) C3 -3 (6) C3-3 (7) C4-4 (1) C4-4 (1) C4-4 (1) C4-4 (2) C4-4 (2) C4-4 (3) C4-4 (4) CS-5 (1) CS -5 (1) CS-5 (1) CS-5 (2) C5-5 (2) C5-5 (3) CS-5 (3) l; • f t 1. \ C5-5.8 C5-5.9 C5-5.10 C5-5.11 C5-5 .12 C5-5 .13 ·c5-5.14 C5-5 .15 C5-5.16 C5-5.17 C5-5.18 C6-6 C6-6.l · C6-6.2 C6-6 .3 C6-6.4 C6-6.5 C6-6.6 C6-6.7 C6-6.8 C6-6.9 C6-6.10 C6.6.11 C6-6.12 C6-6.13 C6-6.14 C6-6.15 C6-6.16 C6-6.17 C6-6.18 · C6-6.19 C6-6.20 C6-6.21 C7-7 C7-7.1 C7-7.2 C7-7.3 C7-7.4 C7-7.5 C7-7.6 C7-7.7 C7-7.8 Authority and Duties of City Inspector Inspection Removal of Defective and Unauthorized Work Substitute Materials or Equipment Samples and Tests of Materials Storage of Materials Existing Structures and Utilities Interruption of Service Mutual Responsibility of Contractors Clean-Up Final Inspection LEGAL RELATIONS AND PUBLIC RESPONSIBILITY Laws to be Observed Permits and Licenses Patented Devices , Materials , and Processes Sanitary Provisions Public Safety and Convenience Privileges f Contractor in Streets, Alleys, and Right-of-Way C5-5 (3) C5-5 (4) C5-5 (4) C5-5 (4) C5-5 (5) C5-5 (5) C5-5 (5) C5-5 (6) C5-5 (7) C5-5 (7) C5-5 (8) C6-6 (1) C6-6 (1) C6-6 (1) C6-6 (1) C6-6 (2) C6-6 (3) Railway Crossings C6-6 (3) Barricades , Warnings and Flagmen C6-6 (3) Use of Explosives , Drop Weight, Etc. C6-6 (4) Work Within Easements C6-6 (5) Independent Contractor C6-6 ( 6) Contractor 's Responsibility for Damage Claims C6-6 (6) Contractor's Claim for Damages C6-6 (8) Adjustment or Relocation of Public Utilities , Etc. C6-6 (8) Temporary Sewer and Drain Connections C6-6 (8) Arrangement and Charges for Water Furnished by the City C6-6 (9) Use of a Section or Portion of the Work C6-6 (9) Contractor 's Responsibility for the Work C6-6 (9) No Waiver of Legal Rights C6-6 (9) Personal Liability of Public Officials C6-6 (10) State Sales Tax C6-6 (10) PROSECUTION AND PROGRESS Subletting Assignment of Contract Prosecution of The Work Limitation of Operations Character of Workmen and Equipment Work Schedule Time of Commencement and Completion Extension of Time Completion (3) C7-7 (1) C7-7 (1) C7-7 (1) C7-7 (2) C7-7 (2) C7-7 (3) C7-7 (3) C7-7 (3) ~ j: ,, . g ' I l -< C7-7 .9 Delays C7-7 (4) < C7-7 .I0 Time of Completion C7-7 (4) "t C7-7 .11 Suspension by Court Order C7-7(5) a C7-7 .12 Temporary Suspension C7-7 (5) C7-7 .13 Termination of Contract due to National Emergency C7-7 (6) 1' C7-7.14 Suspension or Abandonment of the Work C7-7(6) ·t Ii and Annulment of the Contract : t' . C7-7 .15 Fulfillment of Contract C7-7 (8) . ' C7-7.16 Termination for Convenience of the Owner C7-7 (8) . :; •'\ C7-7.17 Safety Methods and Practices C7-7(11) ~ . ' C8-8 MEASUREMENT AND PAYMENT i ,; C8-8.1 Measurement Of Quantities C8 -8 (1) I C8-8 .2 Unit Prices C8-8 (1) C8-8 .3 Lump Sum C8-8 (1) i I C8-8.4 Scope of Payment C8-8 (1) C8-8 .5 Partial Estimates and Retainage C8-8 (2) C8-8 .6 Withholding Payment C8-8 (3) ,, C8-8.7 Final Acceptance C8-8 (3) t C8-8.8 Final Payment C8-8 (3) ,, C8-8.9 Adequacy of Design C8-8 (4) C8-8.10 General Guaranty C8-8 (4) C8-8 .l 1 Subsidiary Work C8-8 (4) CS-8.12 Miscellaneous Placement of Material C8-8 (4) . ,; i C8-8 .13 Record Documents •, C8-8 (4) ' ' . ' ' . t ' it $. j s If ' ,, 'I, j ' 11; ' f ' ,' l .. l.' (4) -- PART C -GENERAL CONDITIONS Cl-1 DEFINITIONS SECTION Cl-1 DEFINITIONS Cl-1.1 DEFINITIONS OF TERMS: Whenever in these Contract Documents the following terms or pronouns in place of them are used , the intent and meaning shall be understood and interpreted as follows: Cl-1.2 CONTRACT DOCUMENTS: The Contract Documents are in all of the written and drawn documents , such as specifications, bonds , addenda, plans, etc., which govern the terms and performance of the contract. These are contained on the General Contract Documents and the Special Contract Documents . a. GENERAL CONTRACT DOCUMENTS : The General Contract Documents govern all Water Department Projects and Include the following Items b. PART A -NOTICE TO BIDDERS PART B -PROPOSAL PART C -GENERAL CONDITIONS PART D -SPECIAL CONDITIONS PART E -SPECIFICATIONS PERMITS/EASEMENTS PART F -BONDS PART G -CONTRACT (Sample) (Sample) (CITY) · (Developer) (Sample) (Sample) White White Canary Yellow Brown . Green El-White E2-Golden Rod E2A-White Blue White White SPECIAL CONTRACT DOCUMENTS: The Special Contract Documents are prepared for each specific project as a supplement to the General Contract Documents and include the following items : PART A-NOTICE TO BIDDERS (Advertisement) same as above PART B -PROPOSAL (Bid) PART C-GENERAL CONDITIONS PART D -SPECIAL CONDITIONS PART E -'SPECIFICATIONS PERMITS/EASEMENTS PART F -BONDS PART G-CONTRACT PART H -PLANS (Usually bound separately) Cl-I (1) C 1-1.3 NOTICE TO BIDDERS: All of the legal publications either actually published in public advertising mediums or furnished direct to interested parties pertaining to the work contemplated under the Contract Documents constitutes the notice to bidders . C 1-1.4 PROPOSAL: The completed written and signed offer or tender of a bidder to perform the work which the Owner desires to hav e done , together with the bid security, constitutes the Proposal , which becomes binding upon the Bidder when it is officially received by the Owner, has been publicly opened and read and not rejected by the Owner. C 1-1.5 BIDDER: Any · person, persons , firm , partnership, company, association, corporation, acting directly or through a duly authorized representative , submitting a proposal for performing the work contemplated under the Contract Documents , constitutes a bidder. Cl-1.6 GENERAL CONDITIONS: The General Conditions are the usual construction and contract requirements which govern the performance of the work so that it will be carried on in accordance with the customary procedure , the local statutes , and requirements of the City of Fort Worth's charter and promulgated ordinances. l l Whenever there may be a conflict between the General Conditions and the Special Conditions , the latter shall take precedence .. } Cl-1.7 SPECIAL CONDITIONS : Special conditions are the specific requirements i which are necessary for the particular project covered by the Contract Documents and not ~ specifically covered in the General Conditions . When considered with the General Conditions and other elements of the Contract Documents they provide the information which the Contractor and Owner should have in order to gain a thorough knowledge of the project. Cl-1.8 SPECIFICATIONS: The Specifications is that section or ,part of the Contract Docuqients which set forth in detail the requirements which must be met by all materials , construction, workmanship, equipment and services in order to render ;:i. completed an useful project. Whenever reference is made to standard specifications , regulations , requirements, statutes, etc ., such referred to documents shall become a part of the Contract Documents just as though they were embodied therein. Cl-1.9 BONDS: The bond or bonds are the written ,guarantee or security furnished by the Contractor for prompt and faithful performance of the contract and include the following: a . b. C. d. C2-2 .6) Performance Bond (see paragraph C3-3.7) Payment Bond (see paragraph C3-3 .7) Maintenance Bond (see paragraph C3-3.7) Proposal or Bid Security (see Special Instructions to Bidders , Part A and Cl-1 (2) " C 1-1.10 CONTRACT: The Contract is a formal signed agreement between the owner . and the Contractor covering the mutual understanding of the two contracting parties about the project to be completed under the Contract Documents. C 1-1.11 PLANS: The plans are the drawings or reproductions therefrom made by the Owner's representative showing in detail the location, dimension and position of the various elements of the project, including such profiles, typical cross-sections, layout diagrams, working drawings , preliminary drawings and such supplemental drawings as 'the Owner may issue to clarify other drawings or for the purpose of showing changes in the work hereinafter authorized by the Owner. The plans are usually bound separately from the other parts of the Contract Documents, but they are part of the Contract Documents just as though they were bound therein. ,, Cl-1.12· CITY: The City of Fort Worth, Texas, a municipal corporation, authorized and chartered under the Texas State Statutes, acting by and through its governing body or its City Manager, each of which is required by charter to perform specific duties. Responsibility for final enforcement of the Contracts involving the City of Fort Worth is by Charter vested in the City Manager. The terms City and Owner are synonymous . Cl-1.13 CITY COUNCIL: The duly elected and qualified governing body of the City of Fort Worth, Texas. C 1-1.14 MAYOR: The officially elected Mayor, or in his absence, the Mayor Pro tern of the City of Fort Worth, Texas. C 1-1.15 CITY MANAGER: The officially appointed and authorized City Manager of the City of Fort Worth, Texas, or his duly authorized representative. Cl-1.16 CITY ATTORNEY: The officially appointed City Attorney of the City of Fort Worth, Texas, or his duly authorized representative. -Cl-1.17 DlRECT0R OF PUBLIC WORKS: The officially appointed official of the City of Fort Worth, Texas, referred to in the charter as the City Engineer, or his duly authorized representative. Cl-1.18 DIRECTOR, CITY WATER DEPARTMENT: The officially appointed Director of the City Water Department of the City of Fort Worth, Texas, or his duly authorized representative, assistant, or agents . . •, -1 .· Cl-1.19 ENGINEER: The Director of Public Works, the Director of the Fort Worth City Water Department, or their duly authorized assistants, agents, engineers, inspectors, or superintendents, acting within the scope of the particular duties entrusted to them. C 1-1.20 CONTRACTOR: The person, person's , partnership, company, firm, association, or corporation, entering into a contract with the Owner for the execution of work, acting Cl-1 (3) directly or through a duly authorized representative. A sub-contractor is a person, firm , corporation, supplying labor and materials or only labor, for the work at the site of the project. Cl-1.21 SURETIES : The Corporate bodies which are bound by such bonds as are required with and for the Contractor. The sureties engaged are to be fully responsible for the entire and satisfactory fulfillment of the Contract and for any and all requirements as set forth in the Contract Docum~nts and approved changes therein. · Cl-1.22 THE WORK OR PROJECT: The completed work contemplated in and covered by the Contract Documents, including but not limited to the furnishing of all labor, materials , tools , equipment, and incidentals necessary to produce a completed and serviceable project. Cl-1.23 WORKING DAY: A working day is defined as a calendar day , not including Saturdays, Sundays , and legal holidays , in which weather or other conditions not under the control of the Contractor permit the performance of the principal unit of work for a period of not less than seven (7) hours between 7:00 a.m. and 6:00 p .m., with exceptions as permitted in paragraph C7-7.6 C 1-1.24 CALENDAR DAYS: A calendar day is any day of the week or month, no days being excepted. Cl-1.25: LEGAL HOLIDAYS: Legal holidays shall be observed as prescribed by the City Council of the City of Fort Worth for observance by City employees as follows : 1. 2. 3. 4. 5. 6. 7 . 8. 9. New Year 's day M .L. King , Jr. Birthday Memorial Day Independence Day Labor Day Thanksgiving Day Thanksgiving Friday Christmas Day Such otl\er days in lieu of holidays as the City Council may determine January 1 Third Monday in January Last Monday in May July 4 First Monday in September Fourth Thursday in November Forth Friday in November December 25 When one of the above named holidays or a special holiday is declared by the City Council, falls on a Saturday, the holiday shall be observed on the preceding Friday, or.if it falls on Sunday, it shall be observed on the following Monday, by those employees working on working day operations. Employees working calendar day operations will consider the calendar as the holiday. Cl-1.26 ABBREVIATIONS: Whenever the abbreviations defined herein appear in the Contract Documents, the intent and meaning shall be as follows: Cl-1 (4) ; - AASHTO -American Association of State MGD Million Gallons Highway Transportation Officials per Day ASCE American Society of Civil CFS Cubic Foot per Engineers Second IAW In Accordance With Min. Minimum ASTM American Society of Testing Mono . Monolithic Materials % Percentum AWWA American Water Works R Radius Association I.D. Inside Diameter ASA American Standards Association O.D . Outside Diameter HI Hydraulic Institute Elev. Elevation ·. · Asph. Asphalt F Fahrenheit -~ '}· ~· ' . Ave . Avenue C Centigrade Blvd. Boulevard In. Inch CI Cast Iron Ft. Foot CL Center Line St. Street GI Galvanized Iron CY Cubic Yard Lin. Linear or Lineal Yd. Yard lb. Pound SY Square yard MH Manhole L.F. Linear Foot Max . Maximum D.I. Ductile Iron C 1-1.27 CHANGE ORDER: A "Change Order" is a written supplemental agreement between the Owner and the Contractor covering some added or deducted item or feature which may be found necessary and which was not specifically included in the scope of the project on which bids were submitted. Increase in unit quantities stated in the proposal are not the subject matter of a Change Order unless the increase or decrease is mo!e than 25% of the amount of the particular item or items in the original proposal. All "Change Orders" shall be prepared by the City from informatiqn as necessary furnished by the Contractor. Cl-1.28 PAVED STREETS AND ALLEYS: A paved street or alley shall be defined as a street or alley having one of the following types of wearing surfaces applied over the natural unimproved surface: 1. 2 . 3. 4. 5. Any type of asphaltic concrete with or without separate base material. Any type of asphalt surface treatment, not including an oiled surface , with or without separate base material. Brick, with or without separate base material. Concrete, with or without separate base material. Any combination of the above . Cl-1 (5) ,,, Cl-1.29 UNPAVED STREETS OR ALLEYS: An unpaved street, alley, roadway or other surface is any area except those defined for "Paved Streets and Alleys." C 1-1.30 CITY STREET: A city street is defined as that area between the right-of-way lines as the street is dedicated. C 1-1.31 ROADWAY: The roadway is defined as the area between parallel lines two (2') back of the curb lines or four ('4) feet back of the average edge of pavement where no curb exists. Cl-1.32 GRAVEL STREET: A gravel street is an unimproved street to which has been added one or more applications of gravel or similar material other than the natural material found on the street surface before any improvement was made. ~ ,, I' '. ,;:: ... . ' '" ""' '< i '• i', J• " I 1' \ ' ., ,, , • ,J f ·o::/': • Cl-1 (6) ' ' '' ''· ,,, SECTION C -GENERAL CONDITIONS C2-2 INTERPRETATION AND PREPARATION OF PROPOSAL SECTION C2-2 INTERPRETATION AND PREPARATION OF PROPOSAL · C2-2 .1 PROPOSAL FORM: The Owner will furnish bidders with Proposal form , which · \vill contain an itemized list of the items of work to be done or materials to be furnished and upon which bid prices are requested . The Proposal form will state the Bidder 's general understanding of the project to be completed , provide a space for furnishing the amount of bid security, and state the basis for entering into a formal contract. The Owner -'''will furnish forms for the Bidder's "Experience Record ," "Equipment Schedule," and "Financial Statement," all of which must be properly executed and filed with the Director of the City Water Department one week prior to the hour for opening of bids . The financial statement required shall have been prepared by an independent certified public accountant or an independent public accountant holding a valid permit issued by an appropriate state licensing agency, and shall have been so prepared as to reflect the current financial status. This statement must be current and no more than one (1) year old . In the case that bidding date falls within the time a new statement is being prepared , the previous statement shall be updated by proper verification. Liquid assets in the amount of ten (10) percent of the estimated project cost will be required . For an experience record to be considered to be acceptable for a · given project , it must reflect the experience of the firm seeking qualification in work of both the same nature and magnitude as that of the project for which bids are to be received , and such experience must have been completed not more than five (5) years prior to the date on which Bids are to .be received . The Director of the Water Department shall be sole judge as to the acceptability of experience for qualification to bid on any Fort Worth Water Department project. The prospective bidder shall schedule the equipment he has available for the project and state that he will rent such additional equipment as may be required to complete the project on which he submits a bid. C2-2.2 INTERPRETATION OF QUANTITIES: The quantities of work and materials to be furnished as may be listed in the proposal forms or other parts of the Contract Documents will be considered as approximate only and will be used for the purpose of comparing bids on a uniform basis . Payment will be made to the Contractor for only the actual quantities of work performed or materials furnished in strict accordance with the Contract Documents and Plans . The quantities of work to be performed and materials to be furnished may be increased or decreased as hereinafter provided, without in any way invalidating the unit prices bid or any other requirements of the Contract Documents. C2-2 (1) C2-2.3 EXAMINATION OF CONTRACT DOCUMENTS AND SITE OF PROJECT: Bidders are advised that the Contract Documents on file with the Owner shall constitute all of the information which the Owner will furnish. All additional information and data which the Owner will supply after promulgation of the formal contract documents shall be issued in the form of written addenda and shall become part of the Contract Documents just as though such addenda were actually written into the original Contract Documents. Bidders are required , prior to filing of proposal, to read and become familiar with the Contract Documents, to visit the site of the project and examine carefully all local conditions, to inform themselves by their own independent research and investigations , tests, boring, and by such other means as may be necessary to gain a complete knowledge of the conditions which will be encountered during construction of the project. They must judge for themselves the difficulties of the work and all attending circumstances affecting the cost of doing the work or the time required for its completion, and obtain all information required to make an intelligent proposal. No information given by the Owner or any representative of the Owner other than that contained in the Contract Documents and officially promulgated addenda thereto, shall be binding upon the Owner. Bidders . shall rely exclusively and solely upon their own estimates, investigation, research, tests, explorations, and other data which are necessary for full and complete information upon which the proposal is to be based. It is mutually agreed that the submission of a proposal is prima-facie evidence that the bidder has made the investigation, examinations and tests herein required. Claims for additional compensation due to variations between conditions actually encountered in construction and as indicated in the Contract Documents will not be allowed. The logs of Soil Borings, if any, on the plans are for general information only and may not be correct. Neither~ the Owner nor the Engineer guarantee that the data shown is representative of conditions which actually exist. C2-2.4 SUBMITTING OF PROPOSAL: The Bidder shall submit his Proposal on the form furnished by the Owner. All blank spaces applicable to the project contained in the form shall be correctly filled in and the Bidder shall state the prices, written in ink in both words and numerals, for which he proposes to do work contemplated or furnish the materials required . All such prices shall be written legibly. In case of discrepancy between price written in words and the price written in numerals, the price most advantageous to the City shall govern. If a proposal is submitted by an individual, his or her name must be signed by him (her) or his (her) duly authorized agent. If a proposal is .submitted by a firm, association, or partnership, the name and ·address of each member of the firm, association, or partnership, or by person duly authorized. If a proposal is submitted by a company or corporation, the company or corporation name and business address must be given, and the proposal signed by an official or duly authorized agent. The corporate seal must be affixed. Power C2-2 (2) .. of Attorney authorizing agents or others to sign proposal must be properly certified and must be in writing and submitted with the proposal. C2-2.5 REJECTION OF PROPOSALS: Proposals may be rejected if they show any alteration of words or figures, additions not called for, conditional or uncalled for alternate bids, erasures, or irregularities of any kind, or contain unbalanced value of any items. Proposal tendered or delivered after the official time designated for receipt of proposal shall be returned to the Bidder unopened. C2-2.6 BID SECURITY: No proposal will be considered unless it is accompanied by a "Proposal Security" of the character and the amount indicated in the "Notice to Bidders" and the "Proposal." The Bid Security is required by the Owner as evidence of good faith ·''on -the part of the Bidder, and by way of a guaranty that if awarded the contract, the Bidder will within the required time execute a formal contract and furnish the required performance and other bonds. The bid security of the three lowest bidders will be retained until the contract is awarded or other disposition is made thereof. The bid security of all other bidders may be returned promptly after the canvass of bids. C2-2.7 DELIVERY OF PROPOSAL: No proposal will be considered unless it is delivered, accompanied by its proper Bid Security, to the City Manager or his representative in the official place of business as set forth in the "Notice t6 Bjdders." It is the Bidder's sole responsibility to defiver the proposal at the proper time to the proper place. The mere fact that a proposal was dispatched will not be considered. The Bidder must have the proposal actually delivered. Each proposal shall be in a sealed envelope plainly marker with the word "PROPOSAL," and the name or description of the project as designated in the ''Notice to Bidders." The envelope shall be addressed to the City Manager, City Hall, Fort Worth, Texas. C2-2.8 WITHDRAWING PROPOSALS: Proposals actually filed with the City Manager cannot be withdrawn prior to the time set for opening proposals. A request for non-consideration must be made in writing, addressed to the City Manager, and filed with _ ---:him· prior to the time set for opening of proposals. After all proposals not requested for non-consideration are opened and publicly read aloud, the proposals for which non- consideration requests have been properly filed may, at the option of the Owner, be -returned unopened. · C2-2.9 TELEGRAHIC MODIFICATIONS OF PROPOSALS: Any Bidder may modify his proposal by telegraphic communication at any time prior to the time set for opening proposals, provided such telegraphic communication is received by the City Manager prior to the said proposal opening time, and provided further , that the City Manager is :·'· satisfied that · a written and duly authenticated confirmation of such telegraphic · .. communication over the signature of the bidder was mailed prior to the proposal opening time. If such confirmation is ·not received within forty~eight (48) hours after the proposal opening time, no further consideration will be given to the proposal. C2-:2 (3) C2-2.10 PUBLIC OPENING OF PROPOSAL: Proposals which have been properly filed and for which no "Non-co nsideration Request" has been received will be publicly opened and read aloud by the City Manager or his authorized representative at the time and place indicated in the "Notice to Bidders." All proposals which have been opened and read will remain on file with the Owner until the contract has been awarded. Bidders or their authorized representatives are invited to be present for the opening of bids. C2-2.11 IRREGULAR PROPOSALS: Proposals sha ll be considered as "Irregular" if they show any omissions, alterations of form , additions , or conditions not called for , unauthorized alternate bids, or irregularities of any kind. However, the Owner reserves the right to waive any all irregularities and to make the award of the contract to the best interest of the City . Tendering a proposal after the closing hour is an irregularity which can not be waived. C2-2.12 DISQUALIFICATION OF BIDDERS: Bidders may be disqualified and their proposals not considered for any of, but not limited to , the following reasons: a) Reasons for believing that collusion exists among bidders. b) . Reasonable grounds for believing that any bidder is interested in more than one proposal for work contemplated. c) The bidder being interested in any litigation against the Owner or where the Owner may have a claim against or be engaged in litigation against the bidder. d) The bidder being in arrears on any existing contract or having defaulted on e) f) g) h) a previous contract. The bidder having performed a prior contract in an unsatisfactory manner. Lack of competency as revealed by financial statement, experience statement, equipment schedule, and such inquiries as the Owner may see fit to make. Uncompleted work which, in the judgment of the Owner, will prevent or hinder the prompt completion of additional work if awarded. The bidder not filing with the Owner, one week in advance of the hour of the opening of proposals the following': 1. Financial Statement showing the financial condition of the bidder as specified in Part "A " -Special Instructions 2. A current experience record showing especially the projects of a nature similar to the one under consideration, which have been successfully completed by the Bidder. 3. An equipment schedule showing the equipment the bidder has available for use on the project. The Bid Proposal of the bidder who, in the judgment of the Engineer, is disqualified under the requirements stated herein, shall be set aside and not opened. \ C2-2 (4) I' ,, PART C -GENERAL CONDITIONS C3-3 AW ARD AND EXECUTION OF DOCUMENTS SECTION C3-3 A WARD AND EXECUTION OF DOCUMENTS: C3-3.1 CONSIDERATION OF PROPOSALS: After proposals have been opened and read aloud, the proposals will be tabulajed on the basis of the quoted prices , the quantities shown in the proposal , and the application of such formulas or other methods of bringing items to a common basis as may be established in the Contract Documents . The total obtained by taking the sum of the products of the unit prices quoted and the estimated quantities plus any lump sum items and such other quoted amounts as may enter into the cost of the completed project will be considered as the amount of the bid. Until the ward of the contract is made by the Owner, the right will be reserved to reject any or all proposals and waive technicalities, · to re-advertise for new proposals, or to proceed with the work in any manner as may be considered for the best interest of the Owner. C3-3.2 MINORITY BUSINESS ENTERPRISE/WOMEN-OWNED BUSINESS ENTERPRISE COMPLIANCE: Contractor agrees to provide to Owner, upon request, complete and accurate information regarding actual work performed by a Minority Business Enterprise (MBE) and/or a Woman-owned Business Enterprise (WBE) on the contract and the payment therefor. Contractor further agrees , upon request by the Owner, to allow and audit and/or an examination of any books, records, or files in the possession of the Contractor that will substantiate the actual work performed by an MWE or WBE. Any material misrepresentation of any nature will be grounds for termination of the contract and for initiating any action under appropriate federal, state or local laws and ordinances relating to false statements; further, any such misrepresentation may be · grounds for disqualification · of Contractor at Owner's discretion for bidding on future Contracts with the Owner for a period of time of not less than six ( 6) months. C3-3.3 EQUAL EMPLOYMENT PROVISIONS: The Contractor shall comply with Current City Ordinances prohibiting discrimination in employment practices. The Contractor shall post the required notice to that effect on the project site, and at his ·request , will be provided assistance by the City of Fort Worth's Equal Employment Officer who will refer any qualified applicant he may have on file in his office to the Contractor. Appropriate notices may be acquired from the Equa'l Employment Officer. C3-3.4 WITHDRAWAL OF PROPOSALS: After a proposal has been read by the Owner, it cannot be withdrawn by the Bidder ·within forty-five (45) days after the date on which the proposals were opened . C3-3 (1) C 3-3.5 AWARD OF CONTRACT: The Owner reserves the right to withhold final action on the proposals for a reasonable time, not to exceed forty -fi ve (45) days after the date of opening proposals, and in no event will an award be made until after investigations have been made as to the responsibility of the proposed awardee . The award of the contract, if award is made , will be to the lowest and best responsive bidder. f The award of the contract shall not become effective until the Owner has notified the Contractor in writing of such award. C3-3.6 RETURN OF PROPOSAL SECURITIES : As soon as proposed price totals have been determined for comparison of bids, the Owner may, at its discre~ion, return the proposal security which accompanied the proposals which, in its judgment, would not be considered for the award. All other proposal securities, usually those of the three lowest bidders, will be retained by the Owner until the required contract has been executed and bond furnished or the Owner has otherwise disposed of the bids, after which they will be returned by the City Secretary. C3-3.7 BONDS: With the execution and delivery of the Contract Documents, the Contractor shall furnish to, and file with the owner in the amounts herein required,' the following bonds: a. PERFORMANCE BOND: A good and sufficient performance bond in the amount of not less than 100 percent of the amount of the contract, as evidenced by the proposal tabulation or otherwise, guaranteeing the full and faithful execution of the work and performance of the contract, and for the protection of the Owner and all other persons against damage by reason of negligence of the Contractor, or improper execution of the work or use of inferior materials. This performance bond shall guarantee the payment for all labor, materials, equipment, supplies, and services used in the construction of the work, and shall remain in full force and effect un{il provisions as above stipulated are accomplished and final payment is made on the project by the City. b. MAINTENANCE BOND: A good and sufficient maintenance bond, in the amount of not less than . 100 percent of the amount of the contract, as evidenced by the proposal tabulation or otherwise, guaranteeing the prompt, full and faithful performance of the general guaranty which is set forth in paragraph C8-8.10. c. PAYMENT BOND: A good and sufficient payment bond, in the amount of not less than 100 percent of the amount of the contract, as evidenced by the proposal tabulation or otherwise, guaranteeing the prompt, full and faithful payment of all claimants as defined in Article C3-3 (2) 5160, Revised Civil Statutes of Texas , 1925 , as amended by House Bill 344, Acts 561h Legislature , Regular Session, 1959 , effective April 27, 1959 , and/or the latest version thereof, supplying labor and materials in the prosecution of the work provided for in the contract being constructed under these specifications. Payment Bond shall remain in force until all payments as above stipulated are made. d. OTHER BONDS : Such other bonds as may be required by these Contract Documents shall be furnished by the Contractor. No sureties will be accepted by the Owner which are at the time in default or delinquent on any bonds or which are interested in any litigation against the Owner. All bonds shall be made on the forms furnished by the Owner and shall be executed by an approved surety company doing business in the City of Fort Worth, Texas , and which is acceptable to the Owner. In order to be acceptable, the name of the surety shall be included on the current U.S. Treasury list of acceptable sureties , and the amount of bond written by any one acceptable company shall not exceed the amount shown on the Treasury list for that company. Each bond shall be properly executed by both the Contractor and Surety Company. Should any surety on the contract be determined unsatisfactory at any time by the Owner, notice will be given the Contractor to that effect and the Contractor shall immediately provide a new surety satisfactory to the Owner. No payment will be made under the contract until the new surety or sureties, as required , have qualified and have been accepted by the Owner. The contract shall not be operative nor will any payments be due or paid until approval of the bonds by the Owner. C3-3 '.8 EXECUTION OF CONTRACT : Within ten (10) days after the Owner has appropriate resolution, or otherwise, awarded the contract , the Contractor shall execute and file with the Owner, the Contract and such bonds as may be required in the Contract Documents. :;;._ No Contract shall be binding upon the Owner until it has been . attested by the City -._ Secretary, approved as to form and legality by the City Attorney, and executed for the Owner by either the Mayor or City Manager. C3-3.9 FAILURE TO EXECUTE CONTRACT: The failure of the Awardee to execute the required bond or bonds or to sign the required contract within ten (10) days -after the contract is awarded shall be considered by the owner as an abandonment of his proposal, and the owner may 'annual the Award. By reason of the uncertainty of the market prices of material and labor, and it being impracticable and difficult to accurately · determine the amount of damages occurring to .the owner by reason of said awardee' s failure to execute said bonds and contract within ten (10) days, the proposal security accompanying the proposal shall be the agreed amount of damages which the Owner will C3-3 (3) suffer by reason of such failure on the part of the Awardee and shall thereupon immediately by forfeited to the Owner. The filing of a proposal will be considered as acceptance of this provision by the Bidder. C-3-3 .10 BEGINNING WORK : The Contractor shall not commence work until authorized in writing to do so by the Owner. Should the Contractor fail to commence work at the site of the project within the time stipulated in the written authorization usually termed "Work Order" or "Proceed Order", it is agreed that the Surety Company will, within ten (10) days after the commencement date set forth in such written authorization, commence the physical execution of the contract. C3-3.11 INSURANCE: The Contractor shall not commence work under this contract until he has obtained all insurance required under the Contract Documents , and such insurance has been approved by the Owner. The prime Contractor shall be responsible for delivering to the Owner the sub-contractor 's certificate of insurance for approval. The prime Contractor shall indicate on the certificate of insurance included in the documents for execution whether or not his insurance covers sub-contractors . It is the intention of the Owner that the insurance coverage required herein shall include the coverage of all sub-contractors. a. COMPENSATION INSURANCE: The Contractor shall maintain, duri~g the life of this contract, Worker 's Compensation Insurance on all of his employees to be engaged in work on the project under this contract, and for all sub-contractors. In case any class of employees engaged in hazardous work on the project under this contract is not protected under the Worker 's Compensation Statute , the Contractor shall provide adequate employer's general liability insurance for the protection of such of his employees not so protected. b. C. COMPREHENSIVE GENERAL LIABILITY INSURANCE : The . Contractor Shall procure and shall maintain during the life of this contract, Comprehensive General Liability Insurance (Public Liability and Property Damage Insurance) in the amount not less than $500,000 covering each occurrence on account of bodily injury , including death, and in an amount not less than $500 ,000 covering each occurrence on account of property damage with $2,000,000 umbrella policy coverage. ADDITIONAL LIABILITY: The Contractor shall furnish insurance as a separate policies or by additional endorsement to one of the above-mentioned policies , and in the amount as set forth for public liability and property damage, the following insurance: 1. Contingent Liability ( covers General Contractor 's -Liability for acts of sub-contractors). C3-3 (4) ,, 2 . Blasting, prior to any blasting being done . 3. Collapse of buildings or structures adjacent to excavation .Gf excavation are performed adjacent to same). 4. Damage to underground utilities for $500,000 . 5. Builder's risk (where above-ground structures are involved). 6. Contractual Liability ( covers all indemnification requirements of Contract). d. AUTOMOBILE INSURANCE -BODILY INJURY AND PROPERTY DAMAGE: The Contractor shall procure and maintain during the life of this Contract, Comprehensive Automobile Liability Insurance in an amount not less than $250,000 for injuries including accidental death to any one person and subject to the same limit for each person an amount not less than $500,000 on account of one accident, and automobile property damage insurance in an amount not less than $100 ,000. e. SCOPE OF INSURANCE AND SPECIAL HAZARD: The insurance required under the above paragraphs shall provide adequate protection for the Contractor and his sub-contractors, respectively, against damage claims which may arise from operations under this contract, whether such operations be by the insured or by anyone directly or indirectly employed by him, and also against any of the following special hazards which may be encountered in the performance of the Contract. f . g. PROOF OF CARRIAGE OF INSURANCE: The Contractor shall furnish the owner with satisfactory proof of coverage by insurance required in these Contract Documents in the amounts and by carriers satisfactory to the Owner. (Sample attached.) All insurance requirements made upon the Contractor shall apply to the sub-contractors , should the Prime Contractor's insurance not cover the sub-contractor's work operations . LOCAL AGENT FOR INSURANCE AND BONDING : The insurance and bonding companies with whom the Contractor's insurance and C3-3 (5) performance , payment , maintenance and all such other bonds are written , shall be represented by an agent or agents having an office located within the city limits of the City of Fort Worth. Tarrant County, Texas. Each such agent shall be a duly qualified, one upon whom authority and power to act on behalf of the insurance and /or bonding company to negotiate and settle with the City of Fort Worth, or any other claimant, and claims that the City of Fort Worth or other claimant or any property owner who has been damaged, may have against the Contractor, insurance, and/or bonding company. If the local insurance representative is not so empowered by the insurance or bonding companies, then such authority must be vested in a local agent or claims officer residing in the Metroplex, the Fort Worth- Dallas area. The name of the agent, or agents shall be set forth on all such bonds and certificates of insurance. C3-3.12 CONTRACTOR'S OBLIGATIONS: Under the Contract, the Contractor shall pay for all materials, labor and services when due. C3-3.13 WEEKLY PAYROLLS: A certified copy of each payroll covering payment , of wages to all persons engaged in . work on the project at the site of the project shall be furnished to the Owner's representative within seven (7) days after the close of each payroll period. A copy or copies of the applicable minimum wage rates as set forth in the Contract Documents shall be kept posted in a conspicuous place at the site of the project at all times during the course of the Contract. Copies of the wage rates will be furnished the Contractor, by the Owner; however, posting and protection of the wage rates shall be the responsibility of the Contractor. C3-3.14 CONTRACTOR'S CONTRACT ADMINISTRATION: Any Contractor, whether a person, persons , partnership, company, firm, association, corporation or other who is approved to do business with and enters into a contract with the City for construction of water and/or sanitary sewer facilities, will have or shall establish a fully operational business office within the Fort Worth-Dallas metropolitan area. The Contractor shall charge, delegate, or assign this office ( or he may delegate his Project Superintendent) with full authority to transact all business actions required in the performance of the Contract. This local authority shall be made responsible to act for the Contractor in all matters made responsible to act for the Contractor in all matters pertaining to the work governed by the Contract whether it be administrative or other wise and as such shall be empowered, thus delegated and directed, to settle all material, labor or other expenditure , all claims against work or any other mater associated such as maintaining adequate and appropriate insurance or security coverage for the project. Such local authority for the administration of the work under the Contract shall be maintained until all business transactions executed as part of the Contract are complete. Should the Contractor's principal base of operations be other than in the Fort Worth- Dallas metropolitan area, notification of the Contractor's assignment of local authority shall be made in writing to the Engineer in advance of any work on the project, all C3-3 (6) /' .... appropriately signed and sealed, as applicable , by the Contractor 's responsible offices with the understanding that this written assignment of authority to the local representative shall become part of the project Contract as though bound directly into the project documents. The intent of these requirements is that all matters associated with the Contractor's administration, whether it be oriented in furthering the work , or other , be governed direct by local authority . This same requirement is imposed on insurance and surety coverage . Should the Contractor's local representative fail to perform to the satisfaction of the Engineer, the Engineer, at his sole discretion , may demand that such local representative be replaced and the Engineer may , at his sole discretion, stop all work until a new local authority satisfactory to the Engineer is assigned. No credit of working time will be allowed for periods in which work stoppages are in effect for this reason . C3-3.I5 VENUE: Venue of any action hereinunder shall be exclusively in Tarrant County, Texas . C3-3 (7) SECTION C4-4 SCOPE OF WORK PART C -GENERAL CONDITIONS C4-4 SCOPE OF WORK C4-4 .1 INTENT OF CONTRACT DOCUMENTS : It is the definite intention of these Contract Documents to provide for a complete , useful project which the Contractor undertakes to construct or furnish , all in full compliance with the requirements and intent of the Contract Documents . It is definitely understood that the Contractor shall do all work as provided for in the Contract Documents , shall do all extra or special work as may be considered by the Owner as necessary to complete the project in a satisfactory and acceptable manner. The Contractor shall , unless otherwise specifically stated in these Contract Documents , furnish all labor, tools , materials , machinery, equipment, special services , and incidentals necessary to the prosecution and completion of the project. C4 -4.2 SPECIAL PROVISIONS: Should any work or conditions which are not thoroughly and satisfactorily stipulated or covered by General or Special Conditions of these Contract Documents be anticipated, or should there be any additional proposed work which is not covered by these Contract Documents , the "Special Prov isions" covering all such work will be prepared by the Owner previous to the time of receiving bids or proposals for any such work and furnished to the Bidder in the form of Addenda. All such "Special Provisions" shall be considered to be part of the Contract Documents just as though they were originally written therein. · C4-4.3 INCREASED OR DECREASED QUANTITIES : The Owner reserves the right to alter the quantities of the work to be performed or to extend or shorten the improvements at any time when and as found to be necessary, and the Contractor shall perform the work as altered, increased or decreased at the unit prices . Such increased or decreased quantity shall not be more than twenty-five (25) percent of the contemplated quantity of such item or items. When such changes increase or decrease the original quantity of any item or items of work to be done or materials to be furnished by the 25 percent or more, then either party to the contract shall upon written request to the other party be entitled to a revised· consideration upon that portion of the work above or below the 25 percent of the original quantity stated in the proposal;·such revised consideration to be determined by special agreement or as hereinafter provided for "Extra Work." No allowance will be made for any changes in anticipated profits not shall such changes be considered as waiving or invalidating any conditions or provisions of the Contract Documents. Variations in quantities of sanitary sewer pipes in depth categories , shall be interpreted herein as applying to overall quantities of sanitary sewer pipe in each pipe size , but not to the various depth categories. C4-4 (1) ' < C4-4.4 ALTERATION OF CONTRACT DOCUMENTS : By Change order, the owner reserves the right to make such changes in the Contract Documents and in the character or quantities of the work as may be necessary or desirable to insure completion in the most satisfactory manner, provided such changes do not materially alter the original Contract Documents or change the general nature of the project as a whole. Such changes shall not be considered as waiving or invalidating any condition or provision of the Contract Documents. C4-4.5 EXTRA WORK: Additional work made necessary by changes and alterations of the Contract Documents or of quantities or for other reasons for which no prices are provided in the Contract Documents, shall be defined as "Extra Work" and shall be performed by the Contractor in accordance with these Contract Documents or approved additions thereto; provided however, that before any extra work is begun a "Change order" shall be executed or written order issued by the Owner to do the work for payments or credits as shall be determined by one or more combination of the following methods: a . Unit bid price previously approved . b. An agreed lump sum. c. The actual reasonable cost of (1) labor, (2) rental of equipment used on the extra work for the time so used at Associated General Contractors of America current equipment rental rates, (3) materials entering permanently into the project, and ( 4) actual cost of insurance , bonds, and social security as determined by the Owner, plus a fixed fee to be agreed upon but not to exceed 10 percent of the actual cost of such extra work. The fixed fee is not to include any additional profit to the Contractor for rental of equipment owner by him and used for extra work. The fee shall be full and complete compensation to cover the cost of superintendence, overhead, other profit, general and all other expense not included in (1), (2), (3), and (~) above. The Contractor shall keep accurate cost records on the form and in the method suggested by the Owner and shall give the Owner access to . all accounts, bills, vouchers, and records relating to the Extra Work. No "Change Order" shall become effective until it has been approved and signed by each ' . of the Cqntracting Parties. No claim for Extra Work of any kind will be allowed unless ordered in writing by the Owner. .In case any orders or instructions, either oral or written, appear to the Contractor to involve Extra Work for which he should receive compensation, he shall make written request to the Engineer for written orders authorizing such Extra Work, prior to beginning such work. C4-4 (2) Should a difference arise as to what does or dose not constitute Extra Work, or as to the payment thereof, and the Engineer insists upon its performance, the Contractor shall proceed with the work after making written request for written orders and shap keep accurate account of the actual reasonable cost thereof as provided under method (Item C). Claims for extra work will not be paid unless the Contractor shall file his claim with the · Owner within five (5) days before the time for making the first estimate after such work is done and unless the claim is supported by satisfactory vouchers and certified payrolls covering all labor and materials expended upon said Extra Work. . -~- The Contractor shall furnish the Owner such installation records of all deviations from the original Contract Documents as may be necessary to enable the Owner to prepare for permanent record a corrected set of plans showing the actual installation . ' The compensation agreed upon for "Extra Work" whether or not initiated by a "Change ,, Order" shall be a full, complete and final payment for all costs Contractor incurs as a result or relating to the change or extra work, whether said costs are known, unknown, foreseen or unforeseen at that time, including without limitation, any costs for delay, extended overhead, ripple or impact cost, or any other effect on changed or unchanged work as a result of the change or extra work. C4-4.6 SCHEDULE OF OPERATION: Before commencing any work under this contract, the Contractor shall submit to the Owner and receive the Owner,'s approval thereof, a "Schedule of Operations," showing by a straight line method the date of commencing and finishing each of the major elements of the Contract. There shall be also shown the estimated monthly cost of work for which estimates are to be expected. There shall be presented also a composite graph showing the anticipated progress of construction with the time being plotted horizontally and percentage of completion plotted vertically. The progress charts shall be prepared on 8-1/2" x 11" sheets and at least five black or blue line prints shall be furnished to the Owner. C4-4.7 PROGRESS SCHEDULES FOR WATER AND SEWER PLANT FACILITIES: -':, Within ten (10) days prior to submission of the first monthly progress payment, the · ' Contractor shall prepare and submit to the owner for approval six copies of the schedule · · in which the Contractor proposes to carry on activities (including procurement of '·materials, plans, and equipment)· and the contemplated dates for completing the same. The schedule shall be in the form of a time schedule Critical Path Method (CPM) network diagram. As the work progresses, the Contractor shall enter on the diagram the actual progress at the end of each partial payment period or at such intervals as directed by the Engineer. The Contractor shall also revise the schedule to reflect any adjustments in contract time approved by the Engineer. Three copies of the updated schedule shall be "· delivered at such intervals as directed by the Engineer. As a minimum, the construction schedule shall incorporate all work elements and activities indicated in the proposal and in the technical specifications. C4-4 (3) Prior to the final drafting of the detai led construction schedule , the Contractor shall review the draft schedule with the Engineer to ensure the Contractor's understanding of the contract requirements . The following guidelines shall be adhered to in preparing the construction schedule: a. Milestone dates and final project completion dates shall be developed to conform to the time constraints , sequencing requirements and completion time . b . The construction progress shall be divided into act1v1ties with time durations of approximately fourteen days (14) days and construction values not to exceed $50 ,000. Fabrication, delivery and submittal activities are exceptions to this guideline . c. Durations shall be in calendar day s and normal holidays and weather conditions over the duration of the contract shall be accounted for within the duration of each activity. d. One critical path shall be shown on the construction schedule. e. Float time is defined as the amount of time between the earliest start date and the latest start date of a chain of activities of the CPM construction schedule. Float time is not for the exclusive use or benefit of either the Contractor or the Owner. f. Thirty days shall be used for submittal review unless otherwise specified. The construction schedule shall as a minimum, be divided into general categories as indicated in the Proposal and Technical Specifications and each general category shall be broken down into activities in enough detail to achieve activities of approximately fourteen (14) days duration. For each general category, the construction schedule shall identify all trades or subcontracts whose work is represented by activities that follow the guidelines of this Section. For each of the trades or subcontracts , the construction schedule shall indicate the following procurements, .construction and preacceptance activities and events in their logical sequence for equipment and materials. t 1. 2. Preparation and transmittal of submittals Submittal review periods. C4-4 (4) 3. Shop fabrication and delivery. 4. Erection or installation. 5. Transmittal of manufacturer's operation and maintenance instructions. 6. Installed equipment and materials testing . 7. Owner's operator instruction (if applicable). 8. Final inspection. 9. Operational testing. If, in the opinion of the Owner, work accomplished falls behind that scheduled, the Contractor shall take such action as necessary to improve his progress. In addition, the Owner may require the Contractor to submit a revised schedule demonstrating his program and proposed plan to make up lag in scheduled progress and to insure completion of the work within the contract time. If the owner finds the proposed plan not acceptable, he may require the Contractor to increase the work force, the construction plant and equipment, the number of work shifts or overtime operations without additional cost to the Owner. Failure of the Contractor to comply with these requirements shall be considered grounds for determination by the Owner that the Contractor is failing to prosecute the work with diligence as will insure its completion within the time specified. " . C4-4 (5) PART C -GENERAL CONDITIONS CS-5 CONTROL OF WORK AND MATERIALS SECTION CS-5 CONTROL OF WORK AND MATERIALS CS -5.1 AUTHORITY OF ENGINEER : The work shall be performed to the satisfaction of the Engineer and in strict compliance with the Contract Documents. The Engineer shall decide all questions which arise as to the quality and acceptability of the materials furnished, work performed, rate of progress of the work, overall sequence of the construction, interpretation of the Contract Documents, acceptable fulfillment of the Contract, compensation, mutual rights between Contractor and Owner under these Contract Documents , supervision of the work, resumption of operations , and all other questions or disputes which may arise . Engineer will not be responsible for Contractor's means , methods , techniques , sequence or procedures of construction, or the safety precaution and programs incident thereto, and he will not be responsible for Contractor 's failure to perform the work in accordance with the contract documents. The Engineer shall determine the amount and quality of the work completed and materials furnished , and his decisions and estimates shall be final. His estimates in such event shall be a condition to the right of the Cont~actor to receive money due him under the Contract. The Owner shall have executive authority to enforce and make effective such necessary decisions and orders as the Contractor fails to carry out promptly. In the event of any dispute between the Engineer and Contractor over the decision of the Engineer on any such matters , the Engineer must , within a reasonable time, upon written request of the Contractor, render and deliver to both the owner and Contractor, a written decision on the matter in controversy . CS-5.2 CONFORMITY WITH PLANS: The finished project in all cases shall conform with lines , grades, cross-sections, finish , and dimensions shown on the plans or any other requirements other wise described in the Contract Documents. Any deviation from the approved Contract Documents required by the Engineer during construction will in all cases be determined by the Engineer and authorized by the Owner by Change Order. CS-5.3 COORDINATION OF CONTRACT DOCUMENTS: The Contract Documents are made up of several sections ,' which, taken together, are intended to describe and provide for a complete and useful project, and any requirements appearing in one of the sections is as binding as though · it occurred in all sections. In case of discrepancies, figured dimension shall govern over scaled dimensions , plans shall govern over specifications, special conditions shall govern over general conditions and standard specification, and quantities shown on the plans shall govern over those shown in the proposal. The Contractor shall not take advantage of any apparent error or omission in the CS-5 (1) Contract Documents, and the owner shall be permitted to make such corrections or interpretations as may be deemed necessary for fulfillment of the intent of the Contract Documents . In the event the Contractor discovers an apparent error or discrepancy, he shall immediately call this condition to the attention of the Engineer. In the event of a conflict in drawings, specifications , or other portions of the Contract Documents which were not reported prior to the award of Contract , the Contractor shall be deemed to have quoted the most expensive resolution of the conflict. CS-5.4 COOPERATION OF CONTRACTOR: The Contractor will be furnished with three sets of Contract Documents and shall have available on the site of the project at all times, one set of such Contract Documents. The Contractor shall give to the work the constant attention necessary to facilitate the progress thereof and shall cooperate with the Engineer, his inspector, and other Contractors in every possible way. The Contractor shall at all times have competent personnel available to the project site for proper performance of the work. The Contractor shall provide and, maintain at all times at the site of the project a competent, English-speaking superintendent and an assistant who are fully authorized to act as the Contractor's agent on the work. Such superintendent and his assistant shall be capable of reading and understanding the Contract Documents and shall receive and fulfill instructions from the Owner, the -Engineer, or his authorized representatives. Pursuant to this responsibility of the Contractor, the Contractor shall designate in writing to the project superintendent, to act as the Contractor's agent on the work. Such assistant project superintendent shall be a resident of Tarrant County, Texas, and shall be subject to call, as is the project superintendent, at any time of the day or night on any day of the week on which the Engineer determines that circumstances require the presence on the project site of a representative of the Contractor to adequately provide for the safety or convenience of the traveling public or the owners of property across which the project extends or the safety of the property contiguous to the project routing. The Contractor shall provide all facilities to enable the Engineer and his inspector to examine and inspect the workmanship and materials entering into the work. CS-5.5 EMERGENCY AND/OR RECTIFICATION WORK: When, in the opinion of the Owner or Engineer, a condition of emergency exists related to any part of the work, the · Contractor, or the Contractor through his designated representative, shall respond with dispatch to a verbal request made by the Owner or Engine~r to alleviate the emergency condition. Such a response shall occur day or night, whether the project is scheduled on a calendar-day or a working-day basis. Should the Contractor fail to respond to a request from the Engineer to rectify any discrepancies, omissions, or correction necessary to conform with the requirements of the project specifications or plans, the Engineer shall give the Contractor written notice that such work or changes are to be performed. The written notice shall direct attention to the CS-5 (2) discrepant condition and request the Contractor to take remedial action to correct the condition. In the event the Contractor does not take positive steps to fulfill this written request, or does not shoe just cause for not taking the proper action, within 24 hours , the City may take such remedial action with City forces or by contract. The City shall deduct an amount equal to the entire costs for such remedial action, plus 25%, from any funds due the Contractor on the project. CS-5.6 FIELD OFFICE : The Contractor shall provide, at no extra compensation , an adequate field office for use of the Engineer, if specifically called for. The field office shall be not less than 10 · x 14 feet in floor area, substantially constructed, well heated, air conditioned, lighted, and weather proof, so that documents will not be damaged by the elements. CS-5.7 CONTRUCTION STAKES: The City, through its Engineer, will furnish the Contractor with all lines, grades, and measurements necessary to the proper prosecution and control of the work contracted under these Contract Documents , and lines, grades and measurements will be established by means of stakes or other customary method of marking as may be found consistent with good practice. These stakes or markings shall be set sufficiently in advance of construction operations to avoid delay. Such stakes or markings as may be established for Contractor's use or guidance shall be preserved by the Contractor until he is authorized by the Engineer to remove them. Whenever, in the opinion of the Engineer, any stakes or markings have been carelessly or willfully destroyed, disturbed, or removed by the Contractor or any of his employees, the full cost of replacing such stakes or marks plus 25% will be charged against the Contractor, and the full amount will be deducted from payment due the Contractor. CS-5.8 AUTHORITY AND DUTIES OF CITY INSPECTOR: City Inspectors will be authorized to inspect all work done and to be done and all materials furnished. Such inspection may extend to all or any part cif the work, and the preparation or manufacturing of 'the materials to be used or equipment to be installed. A City Inspector may be stationed on the work to report to the Engineer as to the progress of the work and the mariner in which it is being performed, to report any evidence that the materials being furnished or the work being performed by the Contractor fails to fulfill the requirements , of the Contract Documents, and to call the attention of the Contractor to any such failure or ·other infringements. Such inspection or lack of inspection will not relieve the , Contractor from any obligation to perform the work in accordance with the requirements ·: of the Contract Documents. In case of any dispute arising between the Contractor and the >\,City Inspector as to the materials or equipment furnished or the manner of performing the work, the City Inspector will have the authority to reject materials or equipment, and/or to suspend work until the question at issue can be referred to and decided by the Engineer. The City Inspector will not, however, be authorized to revoke, alter, enlarge, or release any requirement of these Contract Documents, nor to approve or accept any portion or section of the work, nor to issue any instructions contrary tot he -requirement s of the CS-5 (3~ Contract Documents. The City Inspector will in no case act as superintendent or foreman or perform any other duties for the Contractor, or interfere with the management or operation of the work. He will not accept from the Contractor any compensation in any form for performing any duties . The Contractor shall regard and obey the directions and instructions of the City Inspector or Engineer when the same are consistent with the obligations of the Contract Documents of the Contract Documents, provided, however, should the Contractor object to any orders or instructions or the City Inspector, the Contractor may within six days make written appeal to the Engineer for his decision on the matter in Controversy. C5-5.9 INSPECTION : The Contractor shall furnish the Engineer with every reasonable facility for ascertaining whether or not the work as performed is in accordance with the requirements of the Contract Documents. If the Engineer so requests, the Contractor shall, at any time before acceptance of the work, remove or uncover such portion of the finished work as may be directed. After examination, the Contractor shall restore said portions of the work to the standard required by the Contract Documents. Should the work exposed or examined prove acceptable, the uncovering or removing and replacing of the covering or making good of the parts removed shall be paid for as extra work, but should Work so exposed or examined prove to be unacceptable, the uncovering or removing and replacing of all adjacent defective or damaged parts shall be at the Contractor's expense. No work shall be done or materials used without suitable supervision or inspection. C5-5.10 REMOVAL OF EDEFCTIVE AND UNAUTHORIZED WORK:All work, materials, or equipment which has been rejected shall be remedied or removed and replaced in an acceptable manner by the Contractor at this expense. Work done beyond the lines and grades given or as shown on the plans, except as herein specially provided, or any Extra Work done without written authority, will be considered as unauthorized and done at the expense of the Contractor and will not be paid for by the Owner. Work so done may be ordered removed at the Contractor's expense. Upon _the failure on the part of the Contractor to comply with any order of the Engineer made under the provisions of this paragraph, the Engineer will have the authority to cause defective work to be remedied or removed and replaced and unauthorized work to be removed, and the cost thereof may be deducted from any money due or to become due tot he Contractor. Failure to require the removal of any defective or unauthorized work shall not constitute acceptance of such work. C5-5.1 l SUBSTITUTE MATERIALS OR EQUIPMENT: If the Specifications, law, ordinance, codes or regulations permit Contractor to furnish or use a substitute that is equal to any material or equipment specified, and if Contractor wishes to furnish or use a proposed substitute, he shall, prior to the preconstruction conference, make written application to ENGINEER for approval of such substitute certifying in writing that the proposed substitute will .perform adequately the function called for by the general design, be similar and of equal substance to that specified and be suited to the same use and C5-5 (4) i ·, capable of performing the same function as that specified ; and identifying all variations of the proposed substitute from that specified and indicating available maintenance service . No substitute shall be ordered or installed without written approval of Engineer who will be the judge of the equality and may require Contractor to furnish such other data about the proposed substitute as he considers pertinent. No substitute shall be ordered or installed without such performance guarantee and bonds as Owner may require which shall be furnished at Contractor's expense. Contractor shall indemnify and hold harmless Owner and Engineer and anyone directly or indirectly employees by either of · ··them from and against the claim s, damages , losses and expenses (including attorneys fees) arising out of the use of substituted materials or equipment. CS-5.12 SAMPLES AND TESTS OF MATERIALS: Where, in the opinion of the ,. Engineer; or as called for in the Contract Documents , tests of materials or equipment are necessary , such tests will be made at the expense of and paid for direct to the testing , agency by the Owner unless other wise specifically provided. The failure of the Owner to make any tests of materials shall in no way relieve the contractor of his responsibility of furnishing materials and equipment fully conforming to the requirements of the Contract Documents. Tests and sampling of materials , unless otherwise specified, will be made in accordance with the latest methods prescribed by the American Society for Testing Materials or specific requirements of the Owner. The Contractor shall provide such facilities as the Engineer may require for collecting and forwarding samples and shall not , without specific · written permission of the Engineer, use materials represented by the samples until tests have been made and the materials approved for use . The Contractor will furnish adequate samples without charge to the Owner. In case of concrete, the aggregates , design minimum, and the mixing and transporting equipment shall be approved by the Engineer before any concrete is placed , and the Contractor shall be responsible for replacing any concrete which does not meet the requirements of the Contract Documents . Tests shall be made at least 9 days prior to the placing of concrete, using samples from the same aggregate, cement, and mortar which are to be used later in the concrete . Should the source of supply change, new tests shall be ···· } made prior to the use of new materials. · . ,' CS-5 .13 STORAGE OF MATERIALS: All materials which are to be used in the ,. construction contract shall be stored so as to insure the preservation of quality and fitness of the work. When directed by the Engineer, they shall be placed on wooden platforms or other hard , clean durable surfaces and not on the ground, and shall be placed under cover when directed. Stored materials shall be placed and located so as to facilitate prompt inspection . ·'-CS-5.14 EXISTING STRUCTURES AND UTILITIES: The location and dimensions shown on the plans relative to the existing utilities are based on the best information available. Omission from , the inclusion of utility locations on the Plans is not to be considered as nonexistence of, or a definite location of, existing underground utilities. The location of many gas mains, water mains, conduits, sewer lines and service lines for C5-5 (5) t< all utilities, etc., is unknown to the Owner, and the Owner assumes no responsibility for failure to show any or all such structures and utilities on the plans or to show them in their exact location. It is mutually . agreed that such failure will not be considered sufficient basis for claims for additional compensation for Extra Work or for increasing the pay quantities in any manner whatsoever, unless an obstruction encountered is such as to necessitate changes in the lines and grades of considerable magnitude or requires the building of special works, provision of which is not made in these Contract Documents, in which case the provision in these Contract Documents for Extra Work shall apply . It shall be the Contractor's responsibility to verify locations of the adjacent and/or conflicting utilities sufficiently in advance of construction in order that he may negotiate such local adjustments as necessary in the construction process to provide adequate clearances. The Contractor shall take all necessary precautions in order to protect all existing utilities, structures, and service lines. Verification of existing utilities, structures, and service lines shall include. notification of all utility companies at least forty-eight ( 48) hours in advance of construction including exploratory excavation if necessary. All verification of utilities and their adjustment shall be considered subsidiary work. CS-5.15 INTERRUPTION OF SERVICE: a. Normal Prosecution : In the normal prosecution of work where the interruption of service is necessary, the Contractor, at least 24 hours in advance, shall be required to: 1. 2. 3. , , . Notify th~ Water Department's Distribution Division as to location, time, and schedule of service interruption ., Notify e.ach customer personally through responsible personnel as to the time and schedule of the interruptjon of their service, or In the event that personal notification of a customer cannot be made, a prepared tag form shall be attached to the customer's door knob. The tag shall be durable in composition, and in large bold letters shall say: CS-5 (6) i ... ~ ~ ( l .. ' "NOTICE" Due to Utility Improvement in your neighborhood, your (water) (sewer) service will be interrupted on ____ _ between the hours of and ---- This inconvenience will be as short as possible . Thank You, Contractor Address Phone b . Emergency: In the event that an unforeseen service interruption occurs, notice shall be as above , but immediate. CS-5.16 MUTUAL RESPONSIBILITY OF CONTRACTORS : If, through act or neglect on the part of the Contractor, or any other Contractor or any sub-contractor shall suffer loss or damage of the work, the Contractor agrees to settle with such other Contractor or sub-contractor by agreement or arbitration. If such other Contractor or sub- contractor shall assert any claim against the owner on account of damage alleged to have been sustained, the owner will notify the Contractor, who shall indemnify and save harmless the owner against any such claim . CS-5.17 CLEAN-UP: Clean-up of surplus and/or waste materials accumulated on the job site during the prosecution of the work under these Contract Documents shall be accomplished in keeping with a daily routine established to the satisfaction of the Engineer. Twenty-four (24) hours after written notice is given the Contractor that the clean-up on the job site is proceeding in a manner unsatisfactory to the Engineer, if the Contractor fails to correct the unsatisfactory procedure, the City may take such direct : action as the Engineer deems appropriate to correct the clean-up deficiencies cited to the , Contractor in the written notice, and the costs of such direct action, plus 25 % of such .' costs, shall be deducted from the monies due or to become due to the Contractor. Upon the completion of the project as a whole as covered by these Contract Documents , and before final acceptance and final payment will be made, the Contractor shall clean and remove from the site of the project all surplus and discarded materials , temporary structures , and debris of every kind. He shall leave the site of all work in a neat and orderly condition equal to that which originally existed. Surplus and waste materials removed from the site of the work shall be disposed of at locations satisfactory to the Engineer. The Contractor shall thoroughly clean all equipment and materials installed by him and shall deliver over such materials and equipment in a bright, clean, polished and new appearing condition. No extra compensation will be made to the Contractor for any clean-up required on the project. C5-5 (7) ' ' ' ' CS-5.18 FINAL INSPECTION : Whenever the work provided for in and contemplated under the Contract Documents has been satisfactorily completed and final clean-up performed, the Engineer will notify the proper officials of the Owner and request that a Final Inspection be made. Such inspection will be made within 10 days after such notification. After such final inspection , if the work and materials and equipment are found satisfactory, the Contractor will be notified in writing of the acceptance of the same after the proper resolution has been passed by the City Council. No time charge will be made against the Contractor between said date of notification of the Engineer and the date of final inspection of the work. . ' '· I I• ,. ' • t t . .; .. ' \ ' 1:;, C,• f' ... t' ,. 1•, •. " '; ,.. ·t C5-5 (8) '· ' . •' '. ' ,,.; ' '< ' • •,"' 11. ~· t ) ' . .• •-t~ ,,/ ,#, ... ~ . ,. .. . . ' , > . f ~ l ;~ , . , '',i; . l r t·-i ri l· ;; ' J i i l ' I,; .. ; .i i •. ; f t . ! 1' .\:,. ~ '• l • : (> PART C-GENERAL CONDITIONS C6-6 LEGAL RELATIONS AND PUBLIC RESPONSIBILITY SECTION C6-6 LEGAL RELATIONS AND PUBLIC RESPONSIBILITY C6-6. l LAWS TO BE OBSERVED:The Contractor shall at all times observe and comply with all Federal and State Laws and City ordinances and regulations which in any way affect the conduct of the work or his operations , and shall observe and comply with all orders , laws , ordinances and regulations which exist or which may be enacted later by bodies having jurisdiction or authority for such enactment. No plea or misunderstanding or ignorance thereof will be considered. The Contractor and his Sureties shall indemnify and save harmless the City and all of its officers , agents , and ·employees against any and all claims or liability arising from or based on the violation of any such law, ordinance , regulation, or order, whether it be by himself or his employees. C6-6 .2 PERMITS AND LICENSES: The Contractor shall procure all permits and licenses, pay all charges, costs and fees, and give all notices necessary and incident to the due and lawful prosecution of the work. C6-6.3 PATENTED DEVICES, MATERIALS, AND PROCESSES: If the Contractor is required or desires to use any design, device , material , or process covered by letter, patent , or copyright , he shall provide for such use by suitable legal agreement with the patentee or owner of such patent, letter, or copyrighted design . It is mutually agreed and understood that without exception the contract price shall include all royalties or cost arising from patents , trademarks, and copyrights in any way involved in the work. The Contractor and his sureties shall indemnify and save harmless the Owner from any and all claims for infringement by reason of the use of any such trade-mark or copyright in connection with the work agreed to be performed under these Contract Documents, and shall indemnify the Owner for any cost, expense, or damage which it may be obliged to pay by reason of such infringement at any time during the prosecution of the work or after completion of the work , provided, however, that the Owner will assume the responsibility to defend any and all suits brought for the infringement of any patent claimed to be infringed upon the design, type of construction or material or equipment specified in the Contract Documents furnished the Contractor by the Owner, and to hold the Contractor harmless on account of such suits. C6-6.4 SANITARY PROVISIONS: The Contractor shall establish and enforce among his employees such regulations in regard to .cleanliness and disposal of garbage and waste as will tend to prevent the inception and spread of infectious or contagious diseases and to effectively prevent the creation of a nuisance about the work on any property either public or private, and such regulations as are required by Law shall be put into immediate force and effect by the Contractor. The necessary sanitary conveniences for use of laborers on the work, properly secluded from public observation, shall be constructed and maintained by the Contractor and their use shall be strictly enforced by C6-6(1) . the Contractor. All such facilities shall be kept in a clean and sanitary condition , free from objectionable odors so as not to cause a nuisance. All sanitary laws and regulations of the State of Texas and the City shall be strictly complied with. C6-6.5 PUBLIC SAFETY AND CONVENIENCE: Materials or equipment stored about the work shall be placed and used , and the work shall at all times be so conducted , as to cause no greater obstruction or inconvenience to the public than is considered to be absolutely necessary by the Engineer. The Contractor is required to maintain at aU times all phases of his work in such a manner as not to impair the safety or convenience of the public, including, but not limited to, safe and convenient ingress and egress to the property contiguous tot he ' work area. The Contractor shall make adequate provisions to render reasonable ingress and egress for normal vehicular traffic, except during actual trenching or pipe installation operations, at all driveway 'crossings. Such provisions may include bridging, placement or crushed stone or gravel or such other means of providing proper ingress and egress for the property served by the driveway as the Engineer may approve as appropriate. Such other means may include the diversion of driveway traffic, with specific approval by the Engineer, If diversion of traffic . is approved by the Engineer at any location, the Contractor may make arrangements satisfactory to the Engineer for the diversion of traffic, and shall, at his expense, provide all materials and perform all work necessary for the construction and maintenance of roadways and bridges for such diversion of traffic. Sidewalks must not be . obstructed except by special permission of the Engineer. The materials excavated and the construction materials such as pipe used in construction of the work shall be placed so as not to endanger the work or prevent free access to all fire hydrants, fire alarm boxes, police call boxes, water valves, gas valves, or manholes in the vicinity. The Owner reserv,es the right to remedy any neglect on the part of the Contractor as regards to public convenience and safety which may come to its attention, after twenty-four hours notice in writing to the Contractor, save in cases of emergency when it shall have the right to remedy any neglect without notice, and in either case, the cost of such work or materials furnished by the Owner or by the City shall be deducted from the monies due or to become due to the Contractor. The Contractor, after approval of the Engineer, shall notify the Fire Department Headquarters, Traffic Engineer, and Police Department, when any street or alley is requested to be closed or obstructed or any fire hydrant is to be made inaccessible, and when so directed by the Engineer, shall keep any street, streets, or highyvays in condition for unobstructed use by fire apparatus. The Contractor shall promptly notify the Fire Department Headquarters when all such obstructed streets, alleys, or hydrants are placed back in service. ,., . ,. < ' > ' . l ' Where the Contractor is required to construct temporary bridges or make other , ; arrangements for crossing over ditches or streams , his responsibility for accidents in ~ connection with such crossings shall include the roadway approaches as well as the structures of such crossings. C6-6(2) The Contractor shall at all times conduct his operation and use of construction machinery so as not to damage or destroy trees and scrubs located in close proximity to or on the site of the work. Wherever any such damage may be done , the Contractor shall immediately satisfy all claims of property owners, and no payment will be made by the Owner in settlement of such claims. The Contractor shall file with the Engineer a written statement showing all such claims adjusted. C6-6 .6 PRIVILEGES OF CONTRACTOR IN STREETS, ALLEYS, AND RIGHT-OF-WAY: For the performance of the contract, the Contractor will be permitted to use and occupy such portions of the public streets and alleys, or other public places or other rights-of-way as provided for in the ordinances of the City, as shown in the Contract Documents , or as may be specifically authorized in writing by the Engineer. A reasonable amount of tools, materials, and equipment for construction purposes may be stored in such space, but no more than is necessary to avoid delay in the construction operations. Excavated and waste materials shall be piled or staked in such a way as not to interfere with the use of spaces that may be designated to be left free and unobstructed and so as not to inconvenience occupants of adjacent property. If the street is occupied by railroad tracks, the work shall be carried on in such manner as not to interfere with the operation of trains , loading or unloading of cars, etc. Other contractors of the Owner may, for all purposes required by the contract, enter upon the work and premises used by the Contractor and shall be provided all reasonable facilities and assistance for the completion of adjoining work. Any additional grounds desired by the Contractor for his use shall be provided by him at his own cost and expense. C6-6.7 RAILWAY CROSSINGS: When the work encroaches upon any right-of-way of any railroad, the City will secure the necessary easement for the work. Where the railroad tracks are to be crossed , the Contractor shall observe all the regulations and instructions of the railroad company as to the methods of performing the work and take all precautions for the safety of property and the public. Negotiations with the railway companies for the permits shall be done by and through the City. The Contractor shall .... -,-give the City Notice not less than five days prior to the time of his intentions to begin work _on that portion of the project which is related to the railway properties. The Contractor will not be given extra compensation for such railway crossings unless specifically set forth in the Contract Documents. C6-6.R ·BARRICADE~, WARNINGS AND WATCHMEN: Where the work is ·-carried ·on in or adjacent to any street, alley, or public place, the Contractor shaU at his _: · •. own expense furnish, erect, and maintain such barricades, fences, lights , and danger ·· signals, shall provide such watchman, and shall take all' such other precautionary measures for the protection of persons or property and of the work as are necessary. Barricades and fences shall be painted in a color that will ·be visible at night. From sunset to sunrise the Contractor shall furnish and maintain at least one easily visible burning light at each barricade . A sufficient number of barricades ·shall be erected and maintained to keep pedestrians away from, and vehicles from being driven on or into, any work under C6-6(3) construction or being maintained. The Contractor shall furnish watchmen and keep them at their respective assignments in sufficient numbers to protect the work and prevent accident or damage. All installations and procedures shall be consistent with provisions set forth in the "1980 Texas Manual on Uniform Traffic Control Device s for Streets and Highways" issued under the authority of the "State of Texas Uniform Act Regulating Traffic on Highways", codified as Article 6701d Veron's Civil Statues , pertinent section being Section Nos. 27, 29, 30 and 31. The Contractor will not remove any regulatory sign, instructional sign, street name sign , or other sign which has been er~cted by the City . If it is determined that a sign must be removed to permit required construction, the Contractor shall contact the Transportation and Public Works Department, Signs and Markings Division (phone number 871-8075), to remove the sign. In case of !egulatory signs , the Contractor must replace the permanent sign with a temporary sign meeting the requirements of the above referred manual and such temporary sign must be tnstalled prior to the removal of the permanent sign. If the temporary sig~ is not inst~lled correctly or if it does not meet the required specifications, the permanent sign shall be left in place until the temporary sign requirements are met. When construction work_ is completed to the extent that the permanent sign can be re- installed, the Contractor shall again contact the Signs and Markings Division to re-install the permanent sign and shall leave his temporary sign in place until such re-installation is completed. The C::ontract~r will be held responsible foe all damage to the work or the public due to failure of barricades, signs, fences, lights, or watchmen to protect them., Whenever evidence is found. of such damage to .the work the Engineer may order the damaged portion immediately removed and replaced by the Contractor at the Contractor 's own expense. The Contractor's responsibility for the maintenance of barricades, signs, fences and lights, and for providing watchmen shall not cease until the project shall have been completed and accepted by the Owner. No compensation, except as specifically provided in these Contract Documents, will be paid to the Contractor for the Work and materials involved in the construciing, providing, and maintaining of barricades, signs, fences , and lights or salaries of watchmen, for the subsequent removal and disposal of such barricades, signs, or for any other incidentals necessary for the proper protection, safety, and convenience of tlie public during the contract period , as this work is considered to be subsidiary to the several items for which ' unit or lump sum prices are requested in the Proposal. C6-6.9 USE OF EXPLOSIVES, DROP WEIGHT, ETC.: Shpuld the Contractor elect to use ,explosives, drop weight, etc., in the prosecution of the work, the utmost care shall be exercised at all times so as not to endanger life or . pr:operty. The Contractor shall notify the proper representative of any public service corporation, any company, individual, or utility, and the Owner, not less than twenty-four hours in advance of the use of any C6-6(4) t ,. .. ,, ' I ' .J . ,J( activity which might damage or endanger their or his property along or adjacent to the work . Where the use of explosives is to be permitted on the project, as specified in the Special Conditions Documents, or the use of explosives is requested , the Contractor shall submit notice to the Engineer in writing twenty-four hours prior to commencing and shall furnish evidence that he has insurance coverage to protect against any damages and/or injuries arising out of such use of explosives. C6-6.10 WORK WITHIN EASEMENTS: Where the work passes over, through, or into private property, the Owner will provide such right-of-way or easement privileges , as the City may deem necessary for the prosecution of the work. Any additional rights-of-way or · work area considered necessary by the Contractor shall be provided by him at his expense . Such additional rights-of-way or work area shall be acquired for the benefit of the City. The City shall be notified in writing as to the rights so acquired before work begins in the affected area. The Contractor shall not enter upon private property for any purpose without having previously obtained permission from the owner of such property. The Contractor will not be allowed to store equipment or material on private property unless and until the specified approval of the property owner has been secured in writing by the Contractor and a copy furnished to the Engineer. Unless specifically provided otherwise, the Contractor shall clear all rights-of-way or easements of obstructions which must be removed to make possible proper prosecution of the work as a part of the project construction operations. The Contractor shall be responsible for the preservation of and shall use every precaution to prevent damage to , all tress , shrubbery, plants, lawns, fences, culverts , curbing, and all other types of structures or improvements, to all water, sewer, and gas lines , to all conduits, overhead pole lines, or appurtenances thereof, including the construction of temporary fences and to all other public or private property adjacent to the work. The Contractor shall notify the proper representatives of the owners or occupants of the public or private lands of interest in lands which might be affected by the work. Stich notice shall be made at least 48 hours in advance of the beginning of the work . Notices shall be applicable to both public and private utility companies or any corporation, company, individual, or other, either as owners or occupants , whose land or interest in ' land might be affected by the work. The Contractor shall be responsible for all damage or injury to property of any character resulting from any act , omission, neglect, or misconduct in the manner or method or execution of the work, or at any time due to defective work, material, or equipment. ,,. .,.,,. When and where any direct or indirect or injury is done to public or private property on account of any act, omission, neglect, or misconduct in the execution of the work, or in consequence of non-execution thereof on the part of the Contractor, he shall restore or have restored as 'his cost and expense such property to a condition at least equal · to that existing before such damage or , injury was done, by repairing,'rebuilding, or otherwise C6-6(5) replacing and restoring as may be directed by the Owner, or he shall make good such damages or injury in a manner acceptable to the owner of the property and the Engineer. All fences encountered and removed during construction of this project shall be restored to the original or a better than original condition upon completion of this project. When wire fencing , either wire mesh or barbed wire is to be crossed , the Contractor shall set cross brace posts on either side of the permanent easement before the fence is cut. Should additional fence cuts be necessary, the Contractor shall provide cross-braced posts at the point of the proposed cut in addition to the cross braced posts provided at the permanent easements limits , before the fence is cut. Temporary fencing shall be erected in place of the fencing removed whenever the work is not in progress and when the site is vacated overnight, and/or at all times to prevent livestock from entering the construction area. The cost for fence removal , temporary closures and replacement shall be subsidiary to the various items bid in the project proposal. Therefore, no separate payment shall be allowed for any service associated with this work . In case of failure on the part of the Contractor to restore such property or to make good such damage or injury, the Owner may , upon 48 hour written notice under ordinary circumstances, and without notice when a nuisance or hazardous condition results, proceed to repair, rebuild , or otherwise restore such property as may be determined by the Owner to be necessary, and the cost thereby will be deducted from any monies due to or to become due to the Contractor under this contract. C6 .6.11 INDEPENDENT CONTRACTOR : It is understood and agreed by the parties hereto that the Contractor shall perform all work and services hereunder as an independent contractor, and not as an officer, agent, servant, or employee of the Owner. Contractor shall have exclusive control of and exclusive right to control the details of all work and services performed hereunder , and all persons performing the same, and shall be solely responsible for the acts and _ omissions of its officers, agents, servants, employees, contractor, subcontractors, licensees and invitees. The doctrine of respondeat superior shall not apply as between Owner and Contractor, its officers, ~gents , employees, contractors and subcontractors, and nothing herein shall be construed as creating a partnership or joint enterprise between Owner and Contractor. C6-6.12 CONTRACTOR'S RESPONSIBILITY FOR DAMAGE CLAIMS: Contractor covenants and agrees to , and does hereby indemnify, hold harmless and defend Owner, its officers , agents, servants, and employees from and against any and all claims or suits for property damage or loss and/or person.al injury, including death , to any and all persons, of whatsoeyer kind or character, whether real or asserted, arisjng out of or in connection with, directly or indirectly, the work and services to be performed hereunder by the Contractor, its officers, agents, employees, contractors, subcontractors, licensees or invitees , whether or not caused, in whole or in apart , by alleged negligence on the part of officers , agents , employees , contractors , subcontractors, licensees or invitees of the C6-6(6) . '$' ... - Owner; and said Contractor does hereby covenant and agree to assume all liability and responsibility of Owner, its officers, agents, servants, and employees for property damage or loss, and/or personal injuries, including death, to any and all person of whatsoever kind or character, whether real or asserted, arising out of or in connection with, directly or indirectly, the work and services to be performed hereunder by the Contractor, its _; officers, agents, employees, contractors, subcontractors, licensees or invitees, whether or · not caused, in whole or in apart, by alleged negligence of officers, agents, employees, contractors, subcontractors, licensees or invitees of the Owner. Contractor likewise covenants and agrees to, and does hereby, indemnify and hold harmless Owner from and against any and all injuries, loss or damages to property of the Owner during the performance of any of the terms and conditions of this Contract, whether arising out of or in connection with or resulting from, in whole or in apart, any and all alleged acts of · '~omission of officers, agents, employees, contractors, subcontractors, licensees, or invitees · of the Owner. In the event a written claim for damages against the contractor or its subcontractors remains unsettled at the time all work on the project has been completed to the satisfaction of the Director of the Water Department, as evidenced by a final inspection, final payment to the Contractor shall not be recommended to the Director of the Water Department for a period of 30 days after the date of such final inspection, unless the Contractor shall submit written evidence satisfactory to the Director that the claim has been settled and a release has been obtained from the claimant involved. If the claims concerned remains unsettled as of the expiration of the above 30-day period, the Contractor may be deemed to be entitled to a semi-final payment for work completed, such semi-final payment to be·in the amount equal to the total dollar amount then due less the dollar value of any written claims pending against the Contractor arising out of · performance of such work, and such semi-final payment may then be recommended by the Director. The Director shall not recommend final payment to a Contractor against whom such a · -·· ·claim for damages is outstanding for a period of six months following the date of the c:· acceptance of the work performed unless the Contractor submits evidence in writing ,;,·satisfactory tot he Director that: ~ ·, \'···, . ,···,,, 1. The claim has been settled and a release has been obtained from the claimant involved, or 2 . Good faith efforts have been made to settle such outstanding claims, and such good faith efforts have failed . . .-~,If condition (1) above is met at any time within the six month period, the Director shall recommend that the final payment to the Contractor be made. If condition (2) above is met at any time within the six month period, the Director may recommend that final payment to the Contractor be made. At the expiration of the six month period, the C'?-6(7) Director may recommend that final payment be made if all other work has been performed and all other obligations of the Contractor have been met to the satisfaction of the Director. The Director may , if he deems it appropriate , refuse to accept bids on other Water Department Contract work from a Contractor against whom a claim for damages is outstanding as a result of work performed under a City Contract. C6-6.13 CONTRACTOR'S CLAIM FOR DAMAGES: Should the Contractor claim compensation foe any alleged damage by reason of the acts or omissions of the Owner, he shall within three days after the actual sustaining of such alleged damage, make a written statement to the Engineer, setting out in detail the nature of the alleged damage, and on or before the 25th day of the month succeeding that in which ant such damage is claimed to have been sustained, the Contractor shall file with the Engineer an itemized statement of the details and the amount of such alleged damage and , upon request, shall give the Engineer access to all books of account, receipts, vouchers, bills of lading, and other books or papers containing any evidence as to the amount of such alleged damage. Unless such statements shall be filed as hereinabove required, the . Contractor's claim for compensation shall be waived, and he shall not be entitled to payment on account of such damages. C6-6.I4 ADJUSTMENT OR RELOCATION OF PUBLIC UTILITIES, ETC.: In case it is necessary to change, move, or alter in any manner the property of a public utility or others, the saidyroperty shall not be moved or interfered with until orders thereupon have been issued by the Engineer. The right is reserved to the owne~s of public utilities to enter the geographical limits of the Contract for the purpose of making such changes or repairs to the property that may be necessary by the performance of this Contract. C6-6.I5 TEMPORARY SEWER AND DRAIN CONNECTIONS: When existing sewer lines have to be taken up or removed, the Contractor shall, at his own expense and cost, provide and maintain temporary outlets and connections for all private or public drains and sewers. The Contractor shall also take care of all sewage and drainage which will be received from these drains and sewers, and for this purpose he shall provide and maintain, at his own cost and expense, adequate pumping facilities and temporary outlets or divisions. The Contractor, at his own cost and expense, shall construct such troughs, pipes, or other structures necessary, and be prepared at all times to dispose of drainage and sewage received from these temporary connections until such times as the permanent connections are built and are in service . The existing sewers and connections shall be kept in service and maintained under the Contract, except when specified or ordered to be abandoned by the Engineer. All water, sewage, and other waste shall be disposed of in a satisfactory manner so that no nuisance is created and so that the work under construction will be adequately protected. C6-6(8) .. ... "'-. C6-6.16 ARRANGEMENT AND CHARGES FOR WATER FURNISHED BY THE CITY: When the Contractor desires to use City water in connection with any construction work, he shall · make complete and satisfactory arrangements with the Fort Worth City Water Department for so doing. City water furnished to the Contractor shall be delivered to the Contractor from a connection on an existing City main. All piping required beyond the point of delivery shall be installed by the Contractor at his own expense . The Contractor's responsibility in the use of all existing fire hydrant and/or valves is detailed in Section E2-1.2 USE OF FIRE HYDRANTS AND VALVES in these General Contract Documents. 'When meters are used to measure the water, the charges, if any , for water will be made at the · regular established rates . When meters are not used , the charges , if any , will be as prescribed by the City ordinance , or where no ordinances applies , payment shall be made on estimates and rates established by the Director of the Fort Worth Water Department. C 6-6.17 USE OF A SECTION OR PORTION OF THE WORK : Whenever, m the opinion of the Engineer, any section or portion of the work or any structure is in suitable condition , it may be put into use 'upon the written notice of the· Engineer, and such usage shall not be held to be in any way an acceptance of said work or structure or any part thereof or as a waiver of any of the provisions of these Contract Documents. All necessary repairs and removals of any section of the work so put into use , due to defective materials · or workmanship, equipment, or deficient operations on the part of the Contractor, shall be performed by the Contractor at his expense . C6-6.18 CONTRACTOR'S RESPONSIBILITY FOR THE WORK: Until written acceptance by the Owner as provided for in these Contract Documents , the work shall be under the charge and care of the Contractor, and he shall take every necessary precaution to prevent injury or damage to the work or any part thereof by action of the elements or from any cause whatsoever, whether arising from the execution or nonexecution of the work. The Contractor shall rebuild, repair, restore , and make good at his own expense all in,juries or damage to any portion of the work occasioned by any of the hereinabove ' causes. C6-6.19 NO WAIVER OF LEGAL RIGHTS: Inspection by the Engineer or any ··order by the Owner by payment of money or any payment for or acceptance of any work, ~ or any extension of time , or any possession taken by the City shall not operate as a waiver of any provision of the Contract Documents. Any waiver of any breach or Contract shall · not be held to be a waiver of any other or subsequent breach. The Owner reserves the right to correct any error that may be discovered in any estimate that may have been paid and to adjust the same to meet the requirements of the Contract Documents. C6-6(9) C6-6.20 PERSONAL LIABILITY OF PUBLIC OFFICIALS: In carrymg out the provisions of these Contract Documents or in exercising any power of authority granted thereunder, there shall be no liability upon the authorized representative of the Owner, either personally or other wise as they are agents and representatives of the City. C6-6.21 STATE SALES TAX: On a contract awarded by the City of Fort Worth, and organization which qualifies for exemption pursuant the provisions of Article 20 .04 (H) of the Texas Limited Sales , Excise, and Use Tax Act, the Contractor may purchase, rent or lease all materials, supplies and equipment used or consumed in the performance of this contract by issuing to his supplier an exemption certificate in lieu of the tax , said exemption certificate to comply with State Comptroller's Ruling .007. Any such exemption certificate issued to the Contractor in lieu of the tax shall be subject to and shall comply with the provision of State Comptroller 's Ruling .011, and any other applicable State Comptroller 's rulings pertaining to the Texas Limited Sales, Excise, and Use Tax Act. On a contract awarded by a developer for the construction of a publicly-owner improvement in a street right-of-way or other easement which has been dedicated to the public and the City of Fort Worth, an organization which qualifies for exemption pursuant the provisions of Article 20 .04 (H) of the Texas Limited Sales , Excise, and Use Tax Act, the Contractor can probably be exempted in the same manner stated above. Texas Limited Sales , Exci.se, and Use Tax Act permits and information can be obtained from: ) ,.,_ 1 Comptroller of Public Accounts Sales Tax Division Capitol Station Austin, TX .( . C6-6(10) ~ • , V ,;; ~ > 1 ¥ • ~ i ?, ' ti 't " i PART C -GENERAL CONDITIONS C7-7 PROSECUTION AND PROGRESS SECTION C7-7 PROSECUTION AND PROGRESS : C7-7.l SUBLETTING: The Contractor shall perform with his own organization , , and with the assistance of workmen under his immediate superintendance , work of a · value of not less than fifty (50%) percent of the value embraced on the contract. If the Contractor sublets any part of the work to be done under these Contract Documents , he will not under any circumstances be relieved of the responsibility and obligation assumed under these Contract Documents . All transactions of the Engineer will be with the · Contractor. Subcontractors will be considered only in the capacity of employees or workmen of the Contractor and shall be subject tot he same requirements as to character and competency. The Owner will not recognize any subcontractor on the work. The Contractor shall at all times , when the work is in operation, be represented either in person or by a superintendent or other designated representatives. C7-7.2 ASSIGNMENT OF CONTRACT: The Contractor shall not assign, transfer, sublet, or otherwise dispose of the contract or his rights, title , or interest in or to the same or any part thereof without the previous consent of the Owner expressed by resolution of the City Council and concurred in by the Sureties. If the Contractor does , without such previous consent , assign , transfer, sublet, convey, or otherwise dispose of the contract or his right, title, or interest therein or any part thereof, to any person or persons , partnership, company, firm , or corporation, or does by bankruptcy, voluntary or involuntary, or by assignment under the insolvency laws of any states , attempt to dispose of the contract may, at the option of the Owner be revoked and annulled , unless the Sureties shall successfully complete said contract, and in the event of any such revocation or annulment , any monies due or to become due under or by virtue of said contract shall be retained by the Owner as liquidated damages for the reason that it would be impracticable and extremely difficult to fix the actual damages. C7-7.3 PROSECUTION OF THE WORK: Prior to beginning any construction operations, the Contractor shall submit to the Engineer in five or more copies , if requested by the Engineer, a progress schedule preferably in chart or diagram form, or a brief outlining in detail and step by step the manner of prosecuting the work and ordering materials and equipment which he expects to follow in order to complete the project in the scheduled time. There shall be submitted a table of estimated amounts to be earned by the Contractor during each monthly estimate period. The Contractor shall commence the work to be performed under this contract within the time limit stated in these Contract Documents and shall conduct the work in a continuous manner and with sufficient equipment , materials , and labor as is necessary to insure its completion within the time limit. C7-7(1) The sequence requested of all construction operations shall be at all times as specified in the Special Contract Documents . Any Deviation from such sequencing shall be submitted to the Engineer for his approval. Contractor shall not proceed with any deviation until he has received written approval from the Engineer. Such specification or approval by the Engineer shall not relieve the Contractor from full responsibility of the complete performance .of the Contract. The contract time may be changed only as set forth in Section C7-7.8 EXTENSION OF TIME OF COMPLETION of this Agreement, and a progress schedule shall not constitute a change in the contract time. C7-7.4 LIMITATION OF OPERATIONS: The working operations shall at all times be conducted by the Contractor so as to create a minimum amount of inconvenience to the public. At any time when, in the judgment of the Engineer, the Contractor has obstructed or closed or is carrying on operations in a portion of a street or public way greater than is necessary for proper execution of the work, the Engineer may require the Contractor to finish the section on which operations are in progress before the work is commenced on any additional section or street. C7-7.5 CHARACTER OF WORKMEN AND EQUIPMENT: Local labor shall be used by the Contractor when it is available. The Contractor may bring from outside the City of Fort Worth his key men and his superintendent. AU other workmen, including equipment operators, may be imported only after the locaL supply is exhausted. The Contractor shall employ only such superintendents, foremen, and workmen who are careful, competent, and fully qualified to perform the duties and tasks assigned to them, and the Engineer may demand and secure the summary dismissal of any person or persons employed by the Contractor in or about or on the work who, in the opinion of the Owner, shall misconduct himself or to be follJ?.d to be incompetent, disrespectful, intemperate, . dishonest, or otherwise objectionable or neglectful in the proper performance of his or their duties, or who neglect or refuses to comply with or carry out . the direction of the owner, and such person or persons shall not be employed again thereon without written consent of the Engineer. All workmen shall have sufficient skill, ability, and experience to properly perform the work assigned to them and operate any equipment necessary to proper_ly carry out the performance of the assigned duties. The Contractor shall furnish and maintain on the work all such equipment as is considered to be necessary for the prosecution of the work in an acceptable manner and at a satisfactory rate of progress. All equipment, tools, and machinery used for handling materials and executing any part of the work shall be subject to the approval of the Engineer and shall be maintained in a satisfactory, safe and efficient working condition. Equipment on any portion of the work shall be such that no injury to the work. Workmen or adjacent property will result from its use. C7-7(2) - -- - .... C7-7.6 WORK SCHEDULE : Elapsed working days shall be computed starting with the first day of the work completed as defined in Cl-1.23 "WORKING DAYS " or the date stipulated in the "WORK ORDER" for beginning work , whichever comes first. Nothing in these Contract Documents shall be construed as prohibiting the Contractor from working on Saturday, Sunday or Legal Holidays , providing that the following requirements are met: a. A request to work on a specific Saturday, Sunday or Legal Holiday must be made to the Engineer no later that the preceding Thursday . b. Any work to be done on the project on such a specific Saturday , Sunday or Legal Holiday must be , in the opinion of the Engineer, essential to the timely completion of the project. The Engineer 's decision shall be final in response to such a request for approval to work on a specific Saturday, Sunday or Legal Holiday , and no extra compensation shall be allowed to the Contractor for any work performed on such a specific Saturday, Sunday or Legal Holiday. Calendar Days shall be defined in C 1-1.24 and the Contractor may work as he so desires. C7 ~7.7 TIME OF COMMENCEMENT AND COMPLETION: The Contractor shall commence the working operations within the time specified in the Contract Documents and set forth in the Work Order. Failure to do so shall be considered by the owner as abandonment of the Contract by the Contractor and the Owner may proceed as he ·sees fit. The Contractor shall maintain a rate of progress such as will insure that the whole work will ·be performed and .the premises cleaned up in accordance with the Contract Documents and within the time established in such documents and such extension of time _:· as may be properly ·authorized . C7-7.8 EXTENSION OF TIME COMPLETION : The Contractor's request for an extension of time of completion shall be considered only when the request for such · extension is submitted in writing to the Engineer within seven days from and after the time alleged cause of delay shall occurred . Should an extension of the time of completion be requested such request will be forwarded to the City Council for approval. In adjusting the contract time for completion of work, consideration will be given to ?'~unforeseen causes ·beyond the control of and without the fault or negligence of the · · Contractor, fire ; flood, tornadoes , epidemics, quarantine restrictions , strikes, embargoes, or delays of sub-contractors due to such causes . C7-7(3) When the date of completion is based on a calendar day bid , a request for extension of time because of inclement weather will not be considered . A request for extension of time due to inability to obtain supplies and materials will be considered only when a review of the Contractor's purchase order dates and other pertinent data as requested by the Engineer indicates that the Contractor has made a bonafide attempt to secure delivery on schedule. This shall include efforts to obtain the supplies and materials from alternate sources in case the first source cannot make delivery. If satisfactory execution and completion of the contract should require work and materials in greater amounts or quantities than those set forth in the approved Contract Documents , then the contract time mat be increased by Change Order. C7-7 .9 DELAYS: The Contractor shall receive no compensation for delays or hindrances to the work, except when direct and unavoidable extra cost to the Contractor is caused by the failure of the City to provide information or material, if any, which is to be furnished by the City. When such extra compensation is claimed, a written statement thereof shall be presented by the Contractor to the Engineer and if by the Engineer found correct, shall be approved and referred by the Engineer to the City Council for final approval or disapproval; and the action thereon by the City Council shall be final and binding. If delay is caused by specific orders given by the Engineer to stop work, or by the performance of extra work, or by the failure of the City to provide material or necessary instructions for carrying on the work, then such delay will entitle the Contractor to an equivalent extension of time, his application for shall, however, be subject to the approval of the City Council: and no such extension of time shall release the Contractor or the _ surety on his performance bond from all his obligations hereunder which shall remain in full force until the disch.n-ge of the contract. C7-7.10 TIME OF COMPLETION: The time of completion is an essential element ofthe Contract. Each bidder shall indicate in the appropriate place on the last page of the proposal, the number of working days or calendar days that he will require to fully complete this contract or the time of completion wj.11 be specified by the City in the proposal section of the Contract Documents. The number of days indicated shall be a realistic estimate of t_he time required to complete the work covered by the specific contract being bid upon. The amount of time so stated by the succt;ssful bidder or the City will become the time of completion specified in the Contract Documents. For each calendar day that any work shall remain uncompleted after the time ~pecified in the Contract Documents, or increased time granted by the Owner, or as automatically 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 other parts of the Contract Documents, will be deducted from the monies due the Contractor, not as a penalty, but as liquidated damages suffered by the Owner. C7-7(4) ,. { ' ' , " ,,..., - .... AMOUNT OF CONTRACT AMOUNT OF LIQUIDATED DAMAGES PER DAY Less than $ 5,000 inclusive $ 35.00 $ 5,001 to $ 15 ,000 inclusive $ 45.00 $ 15 ,001 to $ 25,000 inclusive $ 63 .00 $ 25 ,001 to $ 50 ,000 inclusive $ 105.00 $ 50 ,001 to $ 100 ,000 inclusive $ 154.00 $ 100 ,001 to $ 500,000 inclusive $ 210.00 $ 500 ,001 to $1 ,000,000 inclusive $ 315.00 $1 ,000 ,001 to $2,000,000 inclusive $ 420 .00 $2,000 ,000 and over $ 630.00 The parties hereto understand and agree that any harm to the City caused by the Contractor's delay in completing the work hereunder in the time specified by the Contract Documents would be incapable or very difficult to calculate due to lack of accurate information, and that the "Amount of Liquidated Damages Per Day", as set out above , is a reasonable forecast of just compensation due the City for harm caused by any delay. C7-7 .11 SUSPENSION BY COURT ORDER: The Contractor shall suspend operations on such part or parts of the work ordered by any court, and will not be entitled to additional compensation by virtue of such court order. Neither will he be liable to the City in the vent the work is suspended by a Court Order. Neither w.ill the Owner be liable to the Contractor by virtue of any Court Order or action for which the Owner is not solely responsible. C7-7.12 TEMPORARY SUSPENSION: The Owner shall have the right to suspend the work operation wholly or in part for such period or periods of time as he may deem necessary due to unsuitable weather conditions or any other unsuitable conditions which · in the opinion of the Owner or Engineer cause further prosecution of the work to be unsatisfactory or detrimental to the interest of the project. During temporary suspension of the work covered by this contract, for any reason, the Owner will make no extra "' payment for stand..:by time of construction equipment i:mdlor construction crews. If it should become necessary to suspend work for an indefinite period , the Contractor shall store all materials in such manner that they will not obstruct or impede the public unnecessarily nor become damaged in any way , and he shall take every precaution to ·· ' prevent d;pnage or deterioration of the work performed ; he shall provide suitable drainage ·· about the work , and erect temporary structures where necessary. · Should the Contractor not be able to complete a portion of the project due to causes beyond the control of and without the fault or negligence of the Contractor as set forth in Paragraph C7 -7.8 EXTENSION OF THETIME OF COMPLETION, and should it be C7-7(5) determined by mutual consent of the Contractor and the Engineer that a solution to allow construction to proceed is not available within a reasonable period of time, then the Contractor may be reimbursed for the cost of moving his equipment off the job and returning the necessary equipment to the job when it is determined by the Engineer that construction may be resumed . Such reimbursement shall be based on actual cost to the Contractor of moving the equipment and no profit will be allowed. No reimbursement shall be allowed if the equipment is moved to another construction project for the City of Fort Worth. The Contractor shall not suspend work without written notice from the Engineer and shall proceed with the work operations promptly when notified by the Engineer to so resume operations. C7-7.13 TERMINATION OF CONTRACT DUE TO NATIONAL EMERGENCY: Whenever, because of National Emergency, so declared by the president of the United States or other lawful authority, it becomes impossible for the Contractor to obtain all of the necessary labor, materials, and equipment for the prosecution of the work with reasonable continuity for a period of two months, the Contractor shall within seven days notify the City in writing, giving a detailed statement of the efforts which have been made and listing all necessary items of labor, materials, and equipment not obtainable . If, after investigations, the owner finds that such conditions existing and that the inability of the Contractor to proceed is not attributable in whole or in part to the fault or neglect of the Contractor, than if the Owner cannot after reasonable effort assist the C.ontractor in procuring and making available the necessary labor, materials, and equipment within thirty days, the Contractor my request the owner to terminate the contract and the owner may comply with the request, and the termination shall be conditioned and based upon a final settlement mutually acceptable to both the Owner and the Contractor and final payment shall be made in accordance with the terms of the agreed settlement, which shall include. But not be limited to the payment for all work executed but not anticipated profits on work which has not been performed. C7-7.14 SUSPENSION OR ABANDONMENT OF THE WORK AND ANNULMENT OF THE CONTRACT: The work .operations on all or any portion or section of the work under Contract shall be suspended immediately on written order of the Engineer or the Contract may be declared canceled by the City Council for any good and sufficient cause. The following, by way of example, but not of limitation, may be considered grounds for suspension or cancellation: a. b. Failure of the Contractor to commence work operatio?s within the time specified in the Work Order issued by the Owner. Substantial evidence that progress of the work operations by the Contractor is insufficient to complete the work within the specified time. C7-7(6) t ' t. - -· ... ..... c . Failure of the Contractor to provide and maintain sufficient labor and equipment to properly execute the working operations. d. Substantial evidence that the Contractor has abandoned the work . e . Subs tantial evidence that the Contractor has become insolvent or bankrupt, or otherwise financially unable to carry on the work satisfactorily . f. Failure on the part of the Contractor to observe any requirements of the Contract Documents or to comply with any orders given by the Engineer or Owner provided for in these Contract Documents. g. Failure of the Contractor promptly to make good any defect in materials or workmanship, or any defects of any nature the correction of which has been directed in writing by the Engineer or the Owner. h. I. Substantial evidence of collusion for the purpose of illegally procuring a contract or perpetrating fraud on the City in the construction of work under contract. A substantial indication that the Contractor has made an unauthorized assignment of the contract or any funds due therefrom for the benefit of any creditor or for any other purpose. J. If the Contractor shall for any cause whatsoever not carry on the working operation in an acceptable manner. k. If the Contractor commences legal action against the Owner. A Copy of the suspension order or action of the City Council shall be served on the Contractor's Sureties . When work is suspended for any cause or causes , or when the .contract is canceled, the Contractor shall discontinue the work or such part thereof as the . owner shall designate, whereupon the Sureties may, at their option, assume the contract .... or that portion thereof which the Owner has ordered the Contractor to discontinue, and :, may perform the same or may, with written consent of the owner, sublet the work or that portion of the work as taken over, provided however, that the Sureties shall exercise their option, if at all, within two weeks after the written notice to discontinue the work has been served upon the Contractor and upon the Sureties or their authorized agents . The Sureties, in such event shall assume the Contractor's place in all respects, and shall be paid by the Owner for all work performed by them in accordance with the terms of the Contract Documents. All monies remaining due the Contractor at the time of this default shall thereupon become due and payable to the Sureties as the work progresses , subject to all of the terms of the Contract Documents. C7-7(7) In case the Sureties do not , within the hereinabove specified time , exercise their right and option to assume the contract responsibilities , or that portion thereof which the Owner has ordered the Contractor to discontinue , then the Owner shall have the power to complete , by contract or otherwise , as it may determine , the work herein described or such work thereof as it may deem necessary, and th e Contractor hereto agrees that the Owner shall have the right to take pos session of and use any materials, plants , tools , equipment , supplies , and property of any kind provided by the Contractor for the purpose of carrying on the work and to procure other tools , equipment , materials , labor and property for the completion of the work , and to charge to the account of the Contractor of said contract expense for labor, materials , tools , equipment , and all expenses incidental thereto. The expense so charged shall be deducted by the owner from such monies as may be due or may become due at any time thereafter to the Contractor under and by virtue of the Contract or any part thereof. The Owner shall not be required to obtain the lowest bid for the work completing the contract, but the expense to be deducted shall be the actual cost of the owner of such work In case such expenses shall exceed the amount which would have been payable under the Contract if the same had been completed by the Contract , then the Contractor and his Sureties shall pay the amount of such excess to the City on notice from the Owner of the exc~ss due. When any particular part of the work is being carried on by the Owner by contract or otherwise under the provisions of this section, the Contractor shall continue the remainder of the work in conformity with the terms of the Contract Documents and in such a manner as to not hinder or interfere with the performance of the work by the Owner. C7-7.15 FULFILLMENT OF CONTRACT:The Contract will be considered as having been fulfilled , save as provided in any bond or bonds or by law, when all the work and all sections or parts of the project covered by the Contract Documents .have been finished and completed, the final inspection made by the Engineer , and the final acceptance and final payment made by the Owner. C7-:7.16 TERMINATION FOR CONVENIENCE OF THE OWNER: The performance of the work under this contract may be terminated by the Owner in whole, or from time to time in part, in accordance with this section, whenever the Owner shall determine that such termination is in the best interest of the Owner. A. NOTICE OF TERMINATION: Any Termination shall be effected by · mai~ing a notice of the termination to the Contractor specifying the extent to which performance of work under the contract is terminated , and the date upon which such termination becomes effective. Receipt of the notice shall be deemed .conclusively presumed and established when the letter is placed in the United States Postal Service Mail by the Owner. Further, it shall be deemed conclusively presumed and established that such termination is made with just cause as therein stated ; and no proof in any C7-7(8) ;. , t .. ' .. ! .... B. - ..... - - ,-..._ - . - - claim , demand or suit shall be required of the Owner regarding such discretionary action CONTRACTOR ACTION: After receipt of a notice of termination, and except as otherwise directed by the Engineer, the Contractor shall: I .• ,~ 1. Stop work under the contract on the date and to the extent specified in the notice of termination; 2. 3. 4 . 5. 6. place no further orders or subcontracts for materials, services or facilities except as may be necessary for completion of such portion of the work under the contract as is not terminated; terminate all orders and subcontracts to the extent that they relate to the performance of the work terminated by notice of termination; transfer title to the Owner and deliver in the manner, at the times, and to the extent, if any, directed by the Engineer: a . b. the fabricated or unfabricated parts, work in progress, completed work, supplies and other material produced as a part of, or acquired in connection with the performance of, the work terminated by the notice of the termination; and The completed, or partially completed plans, drawings, information and other property which, if the contract had been completed, would have been required to be furnished to the Owner. complete performance of such work as shall not have been terminated by the notice of termination; and Take such action as may be necessary, or as the Engineer may direct, for the protection and preservation of the property related to its contract which is in the possession of the Contractor and in which the owner has or may acquire the rest. At a ·time not later than 30 days after the termination date specified in the notice of termination, the Contractor may submit to the Engineer a list, certified as to quantity and quality, of any or all items of termination inventory not previously disposed of, exclusive of items the disposition of C7-7(9) C . D . E. F. which has been directed or authorized by Engineer, Not later than 15 days thereafter , the owner shall accept title to such items provided, that the list submitted shall be subject to verification by the Engineer upon removal of the items or, if the items are stored, within 45 days from the date of submission of the list, and any necessary adjustments to correct the list as submitted, shall be made prior to final settlement. TERMINATION CLAIM: Within 60 days after the notice of termination, the Contractor shall submit his termination claim to the Engineer in the form and with the certification prescribed by the Engineer. Unless one or more extensions in writing are granted by the Owner upon request of the Contractor, made in writing within such 60-day period or authorized extension thereof, any and all such claims shall be conclusively deemed waived. AMOUNTS: Subject to the prov1S1ons of Item C7-7.l(C), the Contractor and the Owner may agree upon the whole or any part of the amount or amounts to be paid to the Contractor by reason of the total or partial termination of the work pursuant hereto; provided, that such agreed amount or amounts shall never exceed the total contract price reduced by the amount of payments otherwise made and as further reduced by the contract price work not terminated. The contract shall be amended accordingly, and the Contractor shall be paid the agreed amount. No amount shall be due for lost or anticipated profits> Nothing in C7-7.16(E) hereafter, prescribing the amount to be paid to the Contractor by reason of the termination of work pursuant to this section, shall be deemed to limit, restrict or otherwise determine or affect the amount or amounts which may be agreed upon to be paid to the Contractor pursuant to this paragraph. FAIL URE TO AGREE: In the event of the failure of the Contractor and the Owner to agree as provided in C7-7.16(D) upon the whole amount to be paid to the Contractor by reason of the termination of the work pursuant to this section, the Owner shall determine, on the basis of information available to it, the amount, if .any, due to the Contractor by reason of the termination and shall pay to the Contractor the amounts determined. No amount shall be due for lost or anticipated profits. DEDUCTIONS: In arriving at the amount due the Contractor under this section there shall be deducted; 1. all unliquidated advance or other payments on account theretofore made to the Contractor, applicable to the terminated portion of this contract; C7-7(10) '. ,.,, ,. , ,.. ' .... - - ... _ - G . H . 2. 3. any claim which the Owner may have against the Contractor in connection with this contract; and the agreed price for, or the proceeds of the sale of, any materials, supplies or other things kept by the Contractor or sold, pursuant to the provisions of this clause , and not otherwise recovered by or credited to the Owner. ADJUSTMENT: If the termination hereunder be partial , prior to the settlement of the terminated portion of this contract, the Contractor may file with the Engineer a request in writing for an equitable adjustment of the price or prices specified in the contract relating to the continued portion of the contract (the portion not terminated by notice of termination), such equitable adjustment as may be agreed upon shall be made in such price or prices ; noting contained herein, however, shall limit the right of the owner and the Contractor to agree upon the amount or amounts to be paid tot he Contractor for the completion of the continued portion of the contract when said contract does not contain an established contract price for such continued portion. NO LIMITATION OF RIGHTS: Noting contained in this section shall limit or alter the rights which the Owner may have for termination of this contract under C7-7.14 hereof entitled "SUSPENSION OR ABANDONMENT OF THE WORK AND ANNULMENT OF CONTRACT" or any other right which the Owner may have for default or breach of contract by Contractor. C7-7.17 SAFETY METHODS AND PRACTICES: The Contractor shall be responsible for initiating, maintaining and supervising all safety precautions and programs in connection with the work at all times and shall assume all responsibilities for their enforcement. The Contractor shall comply with federal, state, and local laws , ordinances, and regulations so as to -protect person and property from injury, including death, or damage in connection withthe work . C7-7(1 l) - .... - ... - PART C-GENERAL CONDITIONS C8-8 MEASUREMENT AND PAYMENT SECTION C8-8 MEASUREMENT AND PAYMENT C8-8.1 MEASUREMENT OF QUANTITIES: The determination of quantities of work performed by the Contractor and authorized by the Contract Documents acceptably completed under the terms of the Contract Documents shall be made by the Engineer, based on measurements made by the Engineer. These measurements will be made according to the United States Standard Measurements used in common practice, and will be the actual length, area, solid contents, numbers, and weights of the materials and item installed. C8-8.2 UNIT PRICES : When in the Proposal a "Unit Price" is set forth , the said "Unit Price" shall include the furnishing by the Contractor of all labor, tools , materials , machinery, equipment , appliances and appurtenances necessary for the construction of and the completion in a manner acceptable to the Engineer of all work to be done under these Contract Documents. The "Unit Price" shall include all permanent and temporary protection of overhead, surface , and underground structures, cleanup, finishing costs , overhead expense , bond, insurance , patent fees, royalties , risk due to the elements and other clauses , delays, profits , injuries, damages claims , taxes , and all other items not specifically mentioned that may be required to fully construct each item of the work complete in place and in a satisfactory condition for operation. C8-8.3 LUMP SUM: When in the Proposal a "Lump Sum'· is set forth , the said "Lump Sum" shall represent the total cost for the Contractor to furnish all labor, tools, materials , machinery, equipment, appurtenances, and all subsidiary work necessary for the construction and completion of all the work to provide a complete and functional item as detailed in the Special Contract Documents and/or Plans . C8-8.4 SCOPE OF ·PA YMENT: The Contractor shall receive and accept the compensation as herein provided , in full payment for furnishing all labor; tools, materials, and incidentals for performing all work contemplated and embraced under these Contract Documents, for all loss and damage arising out of the nature of the work or from the action of the elements, for any unforeseen defects or obstructions which may arise or be encountered during the prosecution which may arise or be encountered during the prosecution of the ·work at any time before its final acceptance by the Owner, ( except as provided in paragraph CS-5 .14) for all risks of whatever description connected with the prosecution of the work, for all expenses incurred by or in consequence of the suspension or discontinuance of such prosecution of the working operations as herein specified, or any and all infringements of patents, trademarks , copyrights , or other legal reservations , C8-8(1) 'i· and for completing the work in an acceptable manner according to the terms of the Contract Documents. The payment of any current or partial estimate prior to the final acceptance of the work by the Owner shall in no way con stitute an acknowledgment of the acceptance of the work , materials , or equipment , nor in any way prejudice or affect the obligations of the Contractor to repair, correct, renew , or replace at his own and proper expense any defects or imperfections in the construction or in the strength or quality of the material used or equipment or machinery furnished in or about the construction of the work under contract and its appurtenances , or any damage due or attributed to such defects, which defects , imperfections, or damage shall have been discovered on or before the final inspection and acceptance of the work or during the one year guaranty. period after the final acceptance. The Owner shall be the sole judge of such defects , imperfections , or damage, and the Contractor shall be liable to the Owner for failure to correct the same as provided herein. C8-8.5 PARTIAL ESTIMATES AND RETAINAGE : Between the 1st and the 5th day of each month, the Contractor shall submit to the Engineer a statement showing an estimate of the value of the work done during the previous month, or estimate period under .the Contract Documents. Not later than the 101h day of the month, the Engineer shall verify such estimate, and if it is found to be acceptable and the value of the work performed since the last partial payment was made exceeds one hundred dollars ($100.00) inn amount, 90% of such estimated sum will be paid to the C0ntractor if the total contract amount is less than $400,000.00, or 95% of such estimated sum will be paid to the Contractor if the total contract amount is $400,000.00 or greater, within twenty-five (25) days after the regular estimate period. The City will have the option of preparing estimates on forms furnished by the City. The partial estimates may include acceptable nonperishable materials delivered to the work which are to be incorporated into the work as a permanent part thereof, but which at the time of the estimate have not been installed (such payment will be allowed on a basis of 85% of the net invoice value thereof). The Contractor shall furnish the Engineer such information as he may request to aid him as a guide in the verification or the preparation of partial estimates. It is understood that partial estimates from month to month will be approximate only, all partial monthly estimates and payment will be subject to correction in the estimate rendered following the discovery of an error in any previous estimate , and such estimate shall not,in any respect, be taken as an admission of the Owner of the amount of work done or of its quantity of suffici,ency, or as an acceptance of the work done or the release of the Contractor of any of his responsibilities under the Contract Documents. The City reserves the right to withhold the payment of any monthly estimate if the Contractor fails to perform the work strictly in accordance with the specifications or provisions of this Contract. C8-8(2) ' • - ·"'"' - - .... - ·- - C8-8.6 WITHHOLDING PAYMENT: Payment on any estimate or estimates may be held in abeyance if the performance of the construction operations is not in accordance with the requirements of the Contract Documents. C8-8.7 FINAL ACCEPTANCE: Whenever the improvements provided for by the Contract Documents shall have been completed and all requirements of the Contract Documents shall have been fulfilled on the part of the Contractor, the Contractor shall notify the Engineer 'in writing that the improvements are ready for final inspection. The Engineer shall notify the appropriate officials of the Owner, will within a reasonable time make such final inspection, and if the work is satisfactory, in an acceptable condition, and has been completed in accordance with the terms of the Contract Documents and all approved modifications thereof, the Engineer will initiate the processing of the final estimate and recommend final acceptance of the project and final payment thereof as outlines in paragraph C8-8 .8 below. C8-8 .8 FINAL PAYMENT: Whenever all the improvements provided for by the Contract Documents and all approved modifications thereof shall have been completed and all requirements of the Contract Documents have been fulfilled on the part of the Contractor; a final estimate showing the value of the work will be prepared by the Engineer as soon as the necessary measurements, computations, and checks can be made . All prior estimates upon which payment has been made are subject to necessary corrections or revisions in the final payment. The amount-of the final estimate, less previous payments and ~ny sums that have been deducted or retained ·under the provisions of the' Contract Documents, will be paid to the Contractor within 60 days after the final acceptance by the Owner on a proper resolution of the City Council, provided the Contractor has furnished to the owner satisfactory evidence of compliance as follows: Prior to submission of the final estimate for payment, the Contractor shall execute an affidavit as furnished by the City, certifying that; A. B. all ··persons , firms , associations, corporations, or other organizations furnishing labor and/or materials have been paid in full, that'~ihe wage scale established by the City Council in the City of Fort Worth has been paid, and C. that ·there are no claims pending for personal injury and/or property damages. The acceptance by <the Contractor of the last or final payment as ' aforesaid shall operate as and shall release the owner from all claims or liabilities under the Contract for anything done or furnished or relating to the work under the Contract Documents or any act or - neglect of said City relating to or connected with the Contract. C8-8(3) The making of the final payment by the Owner shall not relieve the Contractor of any guarantees or other requirements of the Contract Documents which specifically continue thereafter. C8-8.9 ADEQUACY OF DESIGN : It is understood that the Owner believes it has employed competent engineers and designers to prepare the Contract Documents and all modif1cations of the approved Contract Documents. It is, therefore , agreed that the Owner shall be responsible for the adequacy of its own design features , sufficiency of the Contract Documents , the safety of the structure , and the practicability of the operations of the completed project, provided the Contractor has complied with the requirements of the said Contract Documents, all approved modifications thereof, and additions and alterations thereof approved in writing by the Owner. The burden of proof of such compliance shall be upon the Contractor to show that he has complied with the Contract Documents, approved modifications thereof, and all alterations thereof. C8-8.10 GENERAL GUARANTY: Neither the final certificate of payment nor any provision in the Contract Documents nor partial or entire occupancy or use of the premises by the Owner shall constitute an acceptance of the work not done in accordance with the Contract Documents or relieve the Contractor of liability in respect to any express warranties or responsibility for faulty materials or workmanship. The Contractor shall remedy any defects or damages in the work and pay for any damage to the other work resulting therefrom which shall appear within a period of one year from the date of final acceptance of the work unless a longer period is specified and shall furnish a good and sufficient maintenance bond in the amount of 100 percent of the amo~t of the contract which shall assure the performance of the general guaranty as above outlined. The Owner will give notice of observed defects with reasonable promptness . C8-.8.11 SUBSIDIARY WORK: Any and all work specifically governed by documentary requirements for the project, such as conditions imposed by the Plans , the General Contract Documents or these Special Contract Documents , in which no specific item for bid has been provided for in the Proposal, shall be considered as a subsidiary item of work , the cost of which shall be included in the price bid in the Proposal, for each bid item. Surface restoration, rock excavation and cleanup are general items of work which fall in the category of subsidiary work. C8-8.12 MISCELLANEOUS PLACEMENT OF MATERIAL: Material may be allocated under various bid items . in the Proposal to establish unit prices for miscellaneous placement of material. These materials shall be used only when directed by the Engineer, depending on field conditions. Payment for miscellaneous placement of material will be made, for only that amount of material used, ,measured to the nearest one- tenth unit. Payment for miscellaneous placement of material shall be in accordance with the General Contract Documents regardless of the actual amount used for the Project. C8-8.13 RECORD DOCUMENTS: The Contractor shall keep on record a copy of all specifications , plans , addenda , modifications , shop drawings and samples at the C8-8(4) .. ... ' . .. ,.. . ' - site , in good order and annotated to show all changes made during the construction process. These shall be delivered to the Engineer upon completion of the work. C8-8(5) -- PART Cl SUPPLEMENT ARY CONDITIONS TOPARTC I '='- "' I = A. B. PART Cl SUPPLEMENTARY CONDITIONS TO PART C -GENERAL CONDITIONS General These Supplementary Conditions amend or supplement the General Conditions of the Contract and other provisions of the Contract Documents as indicated below. Provisions which are not so amended or supplemented remain in full force and affect. C2-2 INTERPRETATION AND PREPARATION OF PROPOSAL: The following revisions shall apply to this section: C2-2 .2 INTERPRETATION OF QUANTITIES : Page C2-2 (1), Bid quantities of the various items in the proposal are for comparison only and may not reflect the actual quantities. Moreover , there is to be no limit on the variations between the estimated quantities shown and the actual quantities performed or used , and Page C2-2 (4), paragraphs C2-2.7, C2-2.8 and C2-2 .9 are replaced with the following paragraphs : C2-2.7 DELIVERY OF PROPOSAL : No proposal will be considered unless it is delivered , accompanied by its proper Bid Security, to the Purchasing Manager or his representative at the official location and stated time set forth in the "Notice to Bidders". It is the Bidder's sole responsibility to deliver the proposal at the proper time to the proper place . The mere fact that a proposal was dispatched will not be considered. The Bidders must have the proposal actually delivered. Each proposal shall be in a sealed envelope plainly marked with the word "PROPOSAL" and the name or description of the project as designated in the "Notice to Bidders". The envelope shall be addressed to the Purchasing Manager, City of Fort Worth Purchasing Division , P. 0. Box 17027, Fort Worth, Texas 76102. C2-2.8 WITHDRAWING PROPOSALS: Proposals actually filed with the Purchasing Manager cannot be withdrawn prior to the time set for opening proposals. A request for non-consideration of a proposal must be made in writing, addressed to the City Manager, and filed with him prior to the time set for the opening of proposals . After all proposals not requested for non-consideration are opened and read aloud the proposals for which non-consideration requests have been properly filed may, at the option of the Owner, be returned unopened. C2-2.9 TELEGRAPHIC MODIFICATION OF PROPOSALS: Any bidder may modify his proposal by telegraphic communication at any time prior to the time set for opening proposals, provided such telegraphic communication is received by the Purchasing Manager prior to said proposal opening time, and provided further , that the City Manager 1s satisfied that a written and duly authenticated confirmation of such telegraphic Revised 11/7 /02 PART Cl -1 j . Contractor's insurance policies shall each be endorsed to provide that such insurance i s primary protection and any self-funded or commercial cov erage maintained by City shall not be called upon to contribute to loss recovery. k. In the course of the project, Contractor shall report , in a timely manner , to City's officially designated contract administrator any known loss occurrence which could give rise to a liability cl aim or lawsuit or which could result in a property loss. I. Contractor's liability shall not be limited to the specified amounts of insurance required herein . m. Upon the request of City, Contractor shall provide complete copies of all insurance policies required by these contract documents. G. C3-3.13 WEEKLY PAYROLL: Page 3-3 (7) of the General Conditions is deleted and replaced with the following: C3-3.13 WAGE RATES: The contractor shall comply with all requirements of Chapter 2258, Texas Government Code, including the payment of not less than the rates determined by the City Council of the City of Fort Worth to be the prevailing wage rates in accordance with Chapter 2258, Texas Government Code . Such prevailing wage rates are included in these contract documents . The contractor shall, for a period of three (3) years following the date of acceptance of the work, maintain records that show (i) the name and occupation of each worker employed by the contractor in the construction of the work provided for in this contract; and (ii) the actual per diem wages paid to each worker. These records shall be open at all reasonable hours for inspection by the City . The provisions of Section C8-8.14 RIGHT TO AUDIT pertain to this inspection . . The contractor shall include in its subcontracts and/or shall otherwise require all of its subcontractors to comply with requirements of this special contract condition as stated above. With each partial payment estimate or payroll period, whichever is less, an affidavit stating that the contractor has complied with the requirements of Chapter 2258, Texas Government Code . The contractor shall post the prevailing wage rates in a conspicuous place at the site of the project at all times. H . C4-4.3 INCREASED OR DECREASED QUANTITIES: Page C4-4 (1), paragraph C4- 4.3 is revised to read as follows: The Owner reserves the right to alter the quantities of the work to be performed or to Revised 11/7/02 PART Cl -6 -~ ' -- -- - ---' I. J. extend or shorten the improvements at any time when and as found to be necessary, and the Contractor shall perform the work as altered , increa sed or d ecre ased at the unit prices as established in the contract documents. No allowance will be made for any changes in lost or anticipated profits nor shall such changes be considered as waiving or invalidating any conditions or provi s ions of the Contract Documents. Bid quantiti e s of the various items in the proposal are for comparison only and may not reflect the actual quantiti es. Moreover, there is to be no limit on the variations between the estimated quantities shown and the actual quantities performed or used. C6-6.8 BARRICADES, WARNINGS AND WATCHMEN: Page C6-6 (4), The following shall apply: A. Wherever the word Watchmen appears in this paragraph, it shall be changed to the word Flagmen. B. In the first paragraph, lines five (5) and six (6), change the phrase "take all such other precautionary measures" to "take all reasonable necessary measures". The Contractor shall prosecute his work in such a manner as to create a minimum of interruption to traffic and pedestrian facilities and to the flow of vehicular and pedestrian traffic within the project area. Barricades, warning and detour signs shall conform to the Standard Specifications "Barriers and Warning and/or Detour Signs ," Item 524 , and /or as shown in the contract documents. Project signage and barricades shall conform with "1980 Texas Manual on Uniform Traffic Control Devices , Vol. No. 1" or latest edition thereof. C6-6 .12 CONTRACTOR'S RESPONSIBLITY FOR DAMAGE CLAIMS: Page C6-6 (8), is deleted in its entirety and replaced with the following: Contractor covenants and agrees to indemnify City 's engineer and architect, and their personnel at the project site for Contract.or's sole negligence . In addition, Contractor covenants and agrees to indemnify, hold harmless and defend, at its own expense , the Owner, its officers , servants and employees, from and against any and all claims or suits for property loss, property damage, personal injury, including death, arising out of, or alleged to arise out of, the work and services to be performed hereunder by Contractor, its officers , agents , employees, subcontractors, licensees or invitees, whether or not any such iniury, damage or death is caused, in whole or in part, by the negligence or alleged negligence of Owner, its officers, servants, or employees. Contractor likewise covenants and agrees to indemnify and hold harmless the Owner from and against any and all injuries to Owner's officers , servants and employees and any damage, loss or destruction to property of the Owner arising from the performance of any of the terms and conditions of this Contract, whether or not any such iniury or damage is caused in · whole or in part by the negligence or alleged negligence of Owner, its officers, servants or employees. Revised 11/7/02 PART Cl - 7 In the event Owner receives a written claim for damages against the Contractor or its subcontractors prior to final payment, final payment shall not be made until Contractor either (a) submits to Owner satisfactory evidence that the claim has been settled and/o r a release from the claimant involved, or (b) provides Owner with a letter from Contracto r 's liability insurance carrier that the claim has been referred to the insurance carrier. The Director may, if he deems it appropriate, refuse to accept bids on other City of Fort Worth public work from a Contractor against whom a claim for damages is outstanding as a result of work performed under a City Contract. K. C8-8.4 SCOPE OF PAYMENT: Page C8-8 (I), revise paragraph C8-8.4 to read as follows: The Contractor shall receive and accept the compensation as herein provided, in full payment for furnishing all labor , tools, materials, and incidentals for performing all work contemplated and embraced under these Contract Documents, for all loss and damage arising out of the nature of the work or from the action of the elements, for any unforeseen defects or obstructions which may arise or be encountered during the prosecution which may arise or be encountered during the prosecution of the work at any time before its final acceptance by the Owner, (except as provided in paragraph CS-5.14) for all risks of whatever description connected with the prosecution of the work, for all expenses incurred by or in consequence of the suspension or discontinuance of such prosecution of the working operations as herein specified, or any and all infringements of patents, trademarks, copyrights, or other legal reservations, and for completing the work in an acceptable manner according to the terms of the Contract Documents . The payment of any current or partial estimate prior to the final acceptance of the work by the Owner shall in no way constitute an acknowledgment of the acceptance of the work, materials, or equipment, nor in any way prejudice or affect the obligations of the Contractor to repair, correct, renew, or replace at his own and proper expense any defects or imperfections in the construction or in the strength or quality of the material used or equipment or machinery furnished in or about the construction of the work under contract and its appurtenances, or any damage due or attributed to such defects, which defec ts, imperfections, or damage shall have been discovered on or before the final inspection and acceptance of the work or during the two (2) year guaranty period after the final acceptance. The Owner shall be the sole judge of such defects, imperfections, or damage, and the Contractor shall be liable to the Owner for failure to correct the same as provided herein. L. C8-8.5 PARTIAL ESTIMATES AND RETAINAGE: Page C8-8 (2), Revise C8-8.5 to read as follows: Partial pay estimates shall be submitted by the Contractor or prepared by the City on the 5th day and 20th day of each month that the work is in progress. The estimate shall be proceeded by the City on the 10th day and 25th day respectively. Estimates will be paid within 25 days following the end of the estimate period, less the appropriate retainage as Revised 11/7/02 PART Cl -8 -· - ·- M. set out below. Partial pay estimates may include acceptable nonperishable materials delivered to the work place which are to be incorporated into the work as a permanent part thereof, but which at the time of the pay estimate have not been so installed. If such materials are included within a pay estimate, payment shall be based upon 85% of the net voice value thereof. The Contractor will furnish the Engineer such information as may be reasonably requested to aid in the verification or the preparation of the pay estimate. For contracts of less than $400 ,000 at the time of execution, retainage shall be ten per cent (10%). For contracts of $400,000 or more at the time of execution , retainage shall be five percent (5%). Contractor shall pay subcontractors in accord with the subcontract agreement within five (5) business days after receipt by Contractor of the payment by City. Contractor's failure to make the required payments to subcontractors will authorize the City to withhold future payments from the Contractor until compliance with this paragraph is accomplished . It is understood that the partial pay estimates will be approximate only, and all partial pay estimates and payment of same will be subject to correction in the estimate rendered following the discovery of the mistake in any previous estimate . Partial payment by Owner for the amount of work done or of its quality or sufficiency or acceptance of the work done; shall not release the Contractor of any of its responsibilities under the Contract Documents. The City reserves the right to withhold the payment of any partial estimate if the Contractor fails to perform the work in strict accordance with the specifications or other provisions of this contract. C8 -8.10 GENERAL GUARANTY: Delete C8-8.10, General Guaranty at page C8-8(4) is deleted in its entirety and replaced with the following : Neither the final certificate of payment nor any provision in the Contract Documents , nor partial or entire occupancy or use of the premises by the Owner shall constitute an acceptance of work not done in accordance with the Contract Documents or relieve the Contractor of liability in respect to any express warranties or responsibility for faulty materials or workmanship. The Contractor shall remedy any defects or damages in the work and pay for any damage to other work or property resulting there from which shall appear within a period of two (2) years from the date of final acceptance of the work unless a longer period is specified and shall furnish a good and sufficient maintenance bond in the amount of 100 percent of the amount of the contract which shall assure the performance of the general guaranty as above outlined. The Owner wili give notice of observed defects with reasonable promptness. Any reference to any shorter period of time of warranty contained elsewhere within the specifications shall be resolved in favor of these specifications , it being the City's intent that the Contractor guarantee its work for a period of two (2) years following the date of acceptance of the project. Revised 11/7/02 PART Cl -9 N. C8-8 MEASUREMENT AND PAYMENT: Page C8-8 (5), Add the following: C8-8.14 RIGHT TO AUDIT : 1. Contractor agrees that the City shall, until the expiration of three (3) years after final payment under this contract, have access to and the right to examine any directly pertinent books, documents, papers and records of the Contractor involving transactions relating to this contract. Contractor agrees that the City shall be provided access during normal working hours to all necessary Contractor facilities and shall be provided adequate and appropriate workspace in order to conduct audits in compliance with the provisions of this section. The City shall give Contractor reasonable advance notice of intended audits. 2. Contractor further agrees to include in all its subcontracts hereunder a provision to the effect that the Subcontractor agrees that the City shall, until the expiration of three (3) years after final payment under the subcontract, have access to the right to examine any directly pertinent books, subcontract, and further, that City shall have access during hormal working hours to all Subcontractor facilities, and shall be provided adequate and appropriate work space, in order to conduct audits in compliance with the provisions of this article. City shall give Subcontractor reasonable advance notice of intended audits. 3. Contractor and Subcontractor agree to photocopy such documents as follows: A. 50 copies and under -10 cents per page. B. More than 50 copies -85 cents for. the first page plus fifteen cents for each page thereafter. Revised 11/7/02 PART Cl -10 f / -- PARTD SPECIAL CONDITIONS D-1 D-2 D-3 D-4 D-5 D-6 D-7 D-8 D-9 D-10 D-11 D-12 D-13 D-14 D-15 D-16 D-17 D-18 D-19 D-20 D-21 D-22 D-23 D-24 D-25 D-26 D-27 D-28 D-29 D-30 D-31 D-32 D-33 D-34 D-35 D-36 D-37 D-38 D-39 D-40 D-41 D-42 D-43 D-44 D-45 D-46 D-47 D-48 D-49 11/29/04 PART D -SPECIAL CONDITIONS GENERAL ........................................................................................................ 3 COORDINATION MEETING ............................................................................ 4 CONTRACTOR COMPLIANCE WITH WORKER'S COMPENSATION LAW ... 5 COORDINATION WITH FORT WORTH WATER DEPARTMENT ................... 7 CROSSING OF EXISTING UTILITIES ............................................................. 8 EXISTING UTILITIES AND IMPROVEMENTS ................................................ 8 CONSTRUCTION TRAFFIC OVER PIPELINES .............................................. 9 TRAFFIC CONTROL .................. : .................................................................... 9 DETOURS ..................................................................................................... 10 EXAMINATION OF SITE ................................................................................ 10 ZONING COMPLIANCE ................................................................................. 10 WATER FOR CONSTRUCTION .................................................................... 10 WASTE MATERIAL ........................................................................................ 10 PROJECT CLEANUP AND FINAL ACCEPTANCE. ........................................ 10 CONSTRUCTION SCHEDULE AND SEQUENCING OF WORK ................... 11 SAFETY RESTRICTIONS -WORK NEAR HIGH VOLTAGE LINES .............. 11 BID QUANTITIES ..................................................... , ..................................... 11 CUTTING OF CONCRETE ............................................................................. 12 PROJECT DESIGNATION SIGN .................................................................... 12 CONCRETE SIDEWALK AND DRIVEWAY REPLACEMENT ........................ 12 MISCELLANEOUS PLACEMENT OF MATERIAL .......................................... 12 CRUSHED LIMESTONE BACKFILL. ............................................................... 13 2:27 CONCRETE ........................................................................................... 13 TRENCH EXCAVATION, BACKFILL, AND COMPACTION ............................ 13 TRENCH PAVEMENT (PERMANENT) REPAIR (E2-19) FOR UTILITY CUTS 15 SITE SPECIFIC TRENCH SAFETY SYSTEM (COVERS ALL PROJECTS) ... 15 SANITARY SEWER MANHOLES ................................................................... 16 SANITARY SEWER SERVICES ..................................................................... 19 . REMOVAL, SALVAGE, AND ABANDONMENT OF EXISTING FACILITIES .. 21 DETECTABLE WARNING TAPES ................................................................. 23 PIPE CLEANING ............................................................................................... 23 DISPOSAL OF SPOIUFILL MATERIAL ......................................................... 24 MECHANICS AND MATERIALMEN'S LIEN ................................................... 24 SUBSTITUTIONS ......... · .................................................................................. 24 PRE-CONSTRUCTION TELEVISION INSPECTION OF SANITARY SEWER 24 · VACUUM TESTING OF SANITARY SEWER MANHOLES ............................ 28 BYPASS PUMPING .................................................... ; .................................. 29 POST-CONSTRUCTION TELEVISION INSPECTION OF SANITARY SEWER . ............................................................................................ ; .......................... 29 SAMPLES AND QUALITY CONTROL TESTING ........................................... 31 TEMPORARY EROSION, SEDIMENT, AND WATER POLLUTION CONTROL (FOR DISTURBED AREAS LESS THAN 1 ACRE) ........................................ 32 INGRESS AND EGRESS/OBSTRUCTION OF ACCESS TO DRIVES ........... 33 PROTECTION OF TREES, PLANTS AND SOIL .................... : ....................... 33 SITE RESTORATION ..................................................................................... 33 CITY OF FORT WORTH STANDARD PRODUCT LIST ................................. 34 TOPSOIL, SODDING, SEEDING & HYDROMULCHING ............................... 34 CONFINED SPACE ENTRY PROGRAM ........................................................ 39 SUBSTANTIAL COMPLETION INSPECTION/FINAL INSPECTION .............. 40 EXCAVATION NEAR TREES (WHERE IDENTIFIED ON THE PLANS) ......... 40 CONCRETE ENCASEMENT OF SEWER PIPE ............................................. 41 SC-1 D-50 D-51 D-52 52.1 52.2 52.3 52.4 52.5 52.6 52.7 52.8 52.9 52.10 52.11 52.12 D-53 D-54 D-55 D-56 D-57 D-58 0,.59 D-60 D-61 D-62 D-63 D-64 D-65 D-66 D-67 D-68 D-69 D-70 D-71 D-12 D-73 11/29/04 PART D -SPECIAL CONDITIONS CLAY DAM ..................................................................................................... 41 EXPLORATORY EXCAVATION (D-HOLE) ............ : ....................................... 41 INSTALLATION OF WATER FACILITIES ...................................................... 41 Polyvinyl Chloride (PVC) Water Pipe .............................................................. .41 Blocking ........................................................................................................... 42 Type of Casing Pipe ........................................................................................ 42 Tie-Ins ............................................................................................................. 42 Connection of Existing Mains .......................................................................... 43 Valve Cut-Ins ................................................................................................... 43 Water Services ........................................................ · ........................................ 43 2-lnch Temporary Service Line ....................................................................... .45 Purging and Sterilization of Water Lines ......................................................... .46 Work Near Pressure Plane Boundaries ........................................................... 47 Water Sample Station ........ : ............................................................................ .47 Ductile Iron and Gray Iron Fittings ......... : ......................................................... 48 SPRINKLING FOR DUST CONTROL ............................................................ 48 DEWATERING ............................................................................................... 48 TRENCH EXCAVATION ON DEEP TRENCHES ........................................... 48 TREE PRUNING ............................................................................................ 48 TREE REMOVAL ................................................. : ......................................... 49 TEST HOLES ................................................................................................. 49 PUBLIC NOTIFICATION PRIOR TO BEGINNING CONSTRUCTION AND NOTIFICATION OF TEMPORARY WATER SERVICE INTERRUPTION DURING _CONSTRUCTION ................................... · ........................................ 50 TRAFFIC BUTTONS .................................................................................... .-. 51 SANITARY SEWER SERVICE CLEANOUTS ................................................ 51 TEMPORARY PAVEMENT REPAIR .............................................................. 51 CONSTRUCTION STAKES ............ _ ...................................................... : ........ 51 ·EASEMENTS AND PERMITS ........................................................................ 52 PRE-CONSTRUCTION NEIGHBORHOOD MEETING .............. ~ ................... 53 WAGE RATES .............................................................................................. 53 REMOVAL AND DISPOSAL OF ASBESTOS CEMENT PIPE ...................... 54 STORM WATER POLLUTION PREVENTION (FOR DISTURBED AREAS GREATER THAN 1 ACRE) ............ : .. .' ........... : ......................................... · ....... 55 COORDINATION WITH THE-CITY'S REPRESENTATIVE FOR OPERATIONS OF EXISTING WATER SYSTEMS ................................................................. 57 ADDITIONAL SUBMITTALS FOR CONTRACT AWARD ............................... 57 EARLY WARNING SYSTEM FOR CONSTRUCTION .................................... 57 AIR POLLUTION WATCH DAYS .................. : ........ : ....................................... 58 FEE FOR STREET USE PERMITS AND RE-INSPECTIONS ........................ 59 SC-2 PART D -SPECIAL CONDITIONS This Part D -Special Conditions is complimentary to Part C -General Conditions and Part C1 -Supplementary Conditions to Part C of the Contract. Anything contained in this Part D that is additive to any provision in Part C -General Conditions and part C1 - Supplementary Conditions to Part C of the Contract are to be read together. Any conflict between Part C -General Conditions and Part C1 -Supplementary Conditions of the Contract and this Part D, Part D shall control. FOR: M-2448 Emergency Sanitary Sewer Rehabilitation From Quail Lane to Arkansas Lane Fort Worth, Texas City Project No. 00834 D-1 GENERAL The order or precedence in case of conflicts or discrepancies between various parts of the Contract Documents subject to the ruling of the Engineer shall generally, but not necessarily, follow the guidelines listed below : 1. Plans 2. Contract Documents 3. Special Conditions The following Special Conditions shall be applicable to this project under the provisions stated above . The Contractor shall be responsible for defects in this project due to faulty materials and workmanship, or both, for a period of two (2) years from date of final acceptance of this project by the City of Fort Worth and will be required to replace at his expense any part or all of this project which becomes defective due to these causes. Subject to modifications as herein contained, the Fort Worth Water Department's General Contract Documents and General Specifications, with latest revisions, are made . a part of the General Contract Documents for this project. The Plans , these Special Contract Documents and the rules, regulations, requirements, instructions, drawings or details referred to by manufacturers name, or identification include therein as specifying, referring or implying product control, performance, quality , or other shall be binding upon the contractor. The specifications and drawings shall be considered cooperative ; therefore, work or material called for by one and not shown or mentioned in the other shall be accomplished or furnished in a faithful manner as though required by all. Any Contractor performing any work on Fort Worth water or sanitary sewer facilities must be pre-qualified with the Water Department to perform such work in accordance with procedures described in the current Fort Worth Water Department General Specifications , which general, specifications shall govern performance of all such wo~k. This contract and project, where applicable , may also be governed by the two following published specifications, except as modified by these Special Provisions: 1. STANDARD SPECIFICATIONS FOR STREET AND STORM DRAIN CONSTRUCTION -CITY OF FORT WORTH 2. STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION - NORTH CENTRAL TEXAS 11/29/04 SC-3 PART D -SPECIAL CONDITl!ONS Any conflict between these contract documents and the above 2 publications shall be resolved in favor of these contract documents. A copy of either of these specifications may be purchased at the office of t he Transportation and Public Works Director, 1000 Throckmorton Street, 2nd Floor, Municipal Building, Fort Worth , Texas 76102. The specifications applicable to each pay item are indicated by the call-out for the pay item by the designer. If not shown, then applicable published specifications in either of these documents may be followed at t he discretion of the Contractor. General Provisions shall be those of the Fort Worth document rather than Division 1 of the North Central Texas document. Bidders shall not separate, detach or remove any · portion, segment or sheets from the contract document at any time. Failure to bid or fully execute contract without retaining contract documents intact may be grounds for designating bids as "non- responsive" and rejecting bids or voiding contract as appropriate as determined by the City Engineer. INTERPRETATION AND PREPARATION OF PROPOSAL: A DELIVERY OF PROPOSAL: No proposal will be considered unless it is delivered, accompanied by its proper Bid Security, to the Purchasing Manager or his representative at the official location and stated time set forth in the "Notice to Bidders". It is the Bidder's sole responsibility to deliver the proposal at the proper time to the proper place. The mere fact that a proposal was dispatched will not be considered. The Bidders must have the proposal actually delivered. · Each proposal shall be in a sealed envelope plainly marked with the word "PROPOSAL", and t he name or description of the project as designated in the "Notice to Bidders". The envelope shall be addressed to the Purchasing Manager, City of Fort Worth Purchasing Division, PO Box 17027, Fort Worth, Texas 76102. B. WITHDRAWING PROPOSALS: Proposals actually filed with the Purchasing Manager cannot be withdrawn prior to the time set for opening proposals. A request for non-consideration of a proposal must be made in writing, addressed to the City Manager, and filed with him prior to the time set for . the opening of proposals. After all proposals not requested for non-consideration are opened and publicly read aloud, the proposals for which . non-consideration requests have been properly filed may, at the option of the Owner, be returned unopened. C. TELEGRAPHIC MODIFICATION OF PROPOSALS: Any bidder may modify his proposal by telegraphic communication at any time prior to the time set for opening proposals, provided such telegraphic communication is received by the Purchasing Manager prior to the said proposal opening time, and provided further, that the City Manager is satisfied that a .written and duly authenticated confirmation of such telegraphic communication over the signature of the bidder was mailed prior to t he proposal opening time. If such confirmation is not received within forty-eight ( 48) hours after the proposal opening time, no further consideration will be given to t he proposal. D-2 COORDINATION MEETING 11129104 SC-4 PART D -SPECIAL CONDITIONS For coordination purposes , weekly meetings at the job site may be required to maintain the project on the desired schedule. The contractor shall be present at all meetings . D-3 CONTRACTOR COMPLIANCE WITH WORKER'S COMPENSATION LAW A. Definitions: 1. Certification 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. 2. 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. 3. 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 services 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) or 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 coverage period, file a new certificate of coverage with the governmental entity showing that coverage has been extended. ·. E. The Contractor shall obtain from each person providing services on a project, and provide 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 11/29/04 SC-5 PART D -SPECIAL CONDITIONS 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 mai l or personal delivery, within ten (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 Worker's Compensation Commission, informing all persons providing services on the project that they are required to be covered, and sta ting 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 on 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 pe_rson providing services on the project, for the duration of the project; 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 e~ch other person with whom it contrc~cts, 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 proj ect and for one year thereafter. 6. Notify the governmental entity in writing by certified mail or personal delivery, within ten (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 11129/04 SC-6 PART D -SPECIAL CONDITIONS 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 . 8. 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 worker's 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 commission's Division of Self-Insurance Regulation. Providing false or misleading information may subject the contractor to administrative, criminal, ·civil penalties or other civil actions. 9. The contractor's failure to comply with any of these provisions is a breach of contract by the contractor which entitles the governmental entity to declare the contract void if the cont ractor does not remedy the breach within ten days after receipt of notice of breach from the governmenta l entity. J. The contractor shall 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 Texas Worker's Compensation Act or other Texas Worker's Compensation Commission rules. This notice must be printed with a title in at least 30 point bold type and text in at least 19 point normal type, and shall be in both English and Spanish and any other language common to the worker population. The text for the notices shall be the following text, without any additional words or changes : "REQUIRED WORKER'S COMPENSATION COVERAGE The law requires that each person working on this site or providing services related to this construction project must be covered by workers' compensation insurance. This includes persons providing, hauling, or delivering equipment or materials, or providing labor or transportation or other service related to the project, regardless of the identity of their employer or status as an employee ." Call .the Texas Worker's Compensation Commission at (512)440-3789 to receive information on the legal requirement for coverage, to verify whether your employer has provided the required coverage, or to report an employer's failure to provide coverage". D-4 COORDINATION WITH FORT WORTH WATER DEPARTMENT During the construction of this project, it will be necessary to deactivate , for a period of time, existing lines. The Contractor shall be required to coordinate with the Water Department to determine the best times for deactivating and activating those lines . 11/29/04 SC-7 PART D -SPECIAL CONDITIONS D-5 CROSSING OF EXISTING UTILITIES Where a proposed water line crosses over a sanitary sewer or sanitary sewer service line and/or proposed sewer line crosses over a water line and the clear vertical distance is less than 9 feet barrel to barrel , the san itary sewer or sanitary sewer service line shall be made watertight or be constructed of ductile iron pipe. The Engineer shall determine the required length of replacement. The material for sanitary sewer mains and sanitary sewer laterals shall be Class 51 Ductile Iron Pipe with polyethylene wrapping . The material for sanitary sewer service lines shall be extra strength cast iron soil pipe with polyethylene wrapping . Adapter fittings shall be a urethane or neoprene coupling ASTM C-425 with series 300 . stainless steel compression straps. Backfill, fittings, tie-ins and all other associated appurtenances required are deemed subsidiary work, the cost of which shall be included in the price bid in the Proposal for each bid item . D-6 EXISTING UTILITIES AND IMPROVEMENTS The plans show the locations of all known surface and subsurface structures . However, the Owner assumes · no responsibility for failure to show any or all of these structures on the Plans, or to show them in their exact location . It is mutually agreed that such failure shall not be considered sufficient basis for claims for additional compensation for ext ra work or for increasing the pay quantities in any manner whatsoever. The Contractor shall be responsible for verifying the locations of and protecting all existing utilities, service lines, or other property exposed by his construction operations. Contractor shall make all necessary provisions (as approved or authorized by the applicable utility company) for the support, protection and/or temporary relocation of all utility poles, gas lines, telephone cables , utility services, water mains, sanitary sewer lines, electrical cables, drainage pipes, and all other utilities and structures both above and below ground during construction. It is understood that the Contractor is not responsible for the permanent relocation of existing utilities in direct conflict with the proposed construction . The Contractor is liable for all damages done to such existing facilities as a result of his operations and any and all cost incurred for the protect ion and/or temporary relocation of such facilities are deemed subsidiary work and the cost of same and shall be included in the cost bid per linear foot of pipe installed. NO ADDITIONAL COMPENSATION WILL BE ALLOWED. Where existing utilities or service lines are cut, broken or damaged the Contractor shall replace or repair the utilities or service lines with the same type of original material and construction , or better, unless otherwise shown or noted on the plans, at his own cost and expense . The Contractor shall immediately notify the Owner of the damaged ut il ity or service line . He shall cooperate with the Owners of all utilities to locate existing underground facilities and notify the Engineer of any conflicts in grades and alignment. In case it is necessary to change or move the property of any owner of a public util ity, such property shall not be moved or interfered with until ordered to do so by the Engineer. The right is reserved to the owner of public util ities to enter upon the limits of the project for the purpose of making such changes or repairs of their property that may be made necessary by performance of this contract. The utility lines and conduits shown on the plans are for information only and are not guaranteed by the City of the Engineer to be accurate as to extent, location, and depth; they are shown on the plans as the , best information available at the time of design , from the owners of the utilities involved and from evidences found on the ground . 11/29/04 SC-8 PART D -SPECIAL CONDITIONS D-7 CONSTRUCTION TRAFFIC OVER PIPELINES It is apparent that certain construction vehicles could exceed the load bearing capacity of the pipe under shallow bury conditions. It will be the responsibility of the Contractor to protect both the new line and the existing lines from these possibly excessive loads. The Contractor shall not, at any time, cross the existing or new pipe with a truck delivering new pipe to the site . Any damage to the existing or new pipe will be repaired or replaced by the Contractor, at the Contractor's expense, to the satisfaction of the City. In locations where it is not permissible to cross the existing or proposed pipes without additional protection the Contractor may elect to provide additional protection of the pipes so that more frequent crossings of the pipes are allowed. It still is , however, the responsibility of the Contractor to repair any damage to the existing or proposed lines, if the damage results from any phase of his construction operation. D-8 TRAFFIC CONTROL The contractor will be required to obtain a "Street Use Permit" prior to starting work. As part of the "Street Use Permit" a traffic control plan is required. The Contractor shall be responsible for providing traffic control during the· construction of this project consistent with the provisions set forth in the "Latest Edition Texas Manual on Uniform Traffic Control Devices for Streets and Highways" issued under the authority of the "State of Texas Uniform Act Regulating Traffic on Highways," codified as Article 6701d Vernon's Civil Statutes, pertinent sections being Section Nos. 27, 29 , 30 and 31 .. A traffic control plan shall be submitted for review to Mr. Charles R. Burkett, City Traffic Engineer at (817) 871-8770, at the pre-construction conference. Although work will not begin until the traffic control plan has been reviewed, the Contractor's time will begin in accordance with the time frame established in the Notice to the Contractor. The Contractor will not remove any regulatory sign , instructional sign, street name sign or other sign, which has been erected by the City . If it is determined that a sign must be removed to permit required construction, the Contractor shall contact the Transportation qnd Public Works Department, Signs and Markings Division, (Phone Number 871-7738) to remove the sign. In the case of regulatory signs, the Contractor must replace the . permanent sign with a temporary sign meeting the requirements of the above-referenced manual and such temporary sign must be installed prior to the removal of the permanent sign . If the temporary sign is not installed correctly or if it does not meet the required specifications, the permanent sign shall be left in place until the temporary sign requirements are met. When construction work is completed to the extent that the permanent sign can be reinstalled, the Contractor shall again contact the Signs and Markings Division to reinstall the permanent sign and shall leave his temporary sign in place until such reinstallation is completed. Work shall not be performed on certain locations/streets during "peak traffic periods" as determination by the City Traffic . Engineer and in accordance with the applicable provision of the "City of Fort Worth Traffic Control Handbook for Construction and Maintenance Work Areas." The cost of the traffic control is subsidiary work and the cost of same shall be included in the price bid for pipe complete in place as bid in the Proposal, and no other compensation will be allowed . 11129/04 SC-9 PART D -SPECIALCONDITIONS D-9 DETOURS The contractor shall prosecute his work in such a manner as to create a minimum of interruption to traffic and pedestrian facilities and to the flow of vehicular and pedestrian traffic within the project area . D-10 EXAMINATION OF SITE It shall be the responsibility of the prospective bidder to visit the project site and make such examinations and explorations as may be necessary to determine all conditions, which may affect construction of this project. Particular attention should be given to methods of providing ingress and egress to adjacent private and public properties, procedures for protecting existing improvements and disposition of all materials to be removed . Proper consideration should be given to these details during the preparation of the Proposal and all unusual conditions, which may give, rise to later contingencies should be brought to the attention of the Owner prior to the submission of the Proposal. D-11 ZONING COMPLIANCE During the construction of this project, the Contractor shall comply with present zon ing requirements of the City of Fort Worth in the use of vacant property for storage purposes. D-12 WATER FOR CONSTRUCTION The Contractor at his own expense will furnish water for construction. D-13 WASTE MATERIAL All waste material shall become the property of the Contractor and shall be disposed of by the Contractor at locations appmved by the Engineer. All material shall be disposed of in such a manner as to present a neat appearance and to not obstruct proper drainage or to cause injury to street improvements or to abutting property. D-14 PROJECT CLEANUP AND FINAL ACCEPTANCE The Contractor shall be aware that keeping the project site in a neat and orderly condition is considered an integral part of the contracted work and as such shall be considered subsidiary to the appropriate bid items. Clean up work shall be done as directed by the Engineer as the work progresses or as needed. If, in the opinion of the Engineer it is necessary, clean-up shall be done on a daily basis. Clean up work shall include, but not be limited to: · • · Sweeping the street clean of dirt or debris • Storing excess material in appropriate and organized manner • Keeping trash of any kind off of residents' property If the Engineer does not feel that the jobsite has been kept in an orderly condition, on the next estimate payment (and all subsequent payments until completed) of the appropriate bid item(s) will be reduced by 25%. Final cleanup work shall be done for this project as soon as all construction has been completed . No more than seven days shall elapse after completion of construction before the roadway, right-of-way, or easement is cleaned up to the satisfaction of the Engineer. The Contractor shall make a final cleanup of all parts of the work before 11/29/04 SC-10 -... PART D -SPECIAL CONDITIONS acceptance by the City of Fort Worth or its representative. This cleanup shall include removal of all objectionable rocks, pieces of asphalt or concrete and other construction materials, and in general preparing the site of the work in an orderly manner and appearance. The City of Fort Worth Department of Engineering shall give final acceptance of the completed project work. D-15 CONSTRUCTION SCHEDULE AND SEQUENCING OF WORK Prior to executing the Contract, it shall be the responsibility of the Contractor to furnish a schedule outlining the anticipated time for each phase of construction with starting and completion dates, including sufficient time being allowed for cleanup. The Contractor shall not commence with water and/or sanitary sewer installation until such time that the survey cut-sheets have been received from the City inspector. Contractor shall complete all work in front of Everman Junior High School (Parcel 4 and Parcel 5) during the months of July and August 2007. D-16 SAFETY RESTRICTIONS -WORK NEAR HIGH VOLTAGE LINES The following procedures will be followed regarding the subject item on this contract: 1. A warning sign not less than five inches by seven inches, painted yellow with black letters that are legible at twelve feet shall be placed inside and outside vehicles such as cranes, derricks, power shovels, drilling rigs, pile drivers, hoisting equipment or similar apparatus . The warning sign shall read as follows: "WARNING -UNLAWFUL TO OPERATE THIS EQUIPMENT WITHIN SIX FEET OF HIGH VOLTAGE LINES." 2. Equipment that may be operated within ten feet of high voltage lines shall have insulating cage-type of guard about the boom or arm, except back hoes or dippers, and insulator links on the lift hook connections. 3. When necessary to work within six feet of high voltage electric lines, notification shall be given the power company (ONCORE) who will erect temporary mechanical barriers, de-energize the lines, or raise or lower the lines. The work done by the power company shall not be at the expense of the City of Fort Worth. The notifying department shall maintain an accurate log of all such calls to ONCORE, and shall record action taken in each case. 4. The Contractor is required to make arrangements with the ONCORE company for the temporary relocation or raising of high voltage lines at the Contractor's sole ., cost and expense. 5. No person shall work within six feet of a high voltage line without protection having been taken as outlined in Paragraph (3). D-17 BID QUANTITIES Bid quantities of the various items in the proposal are for comparison only and may not reflect the actual quantities. There is no limit to which a bid item can be increased or decreased . 11/29/04 SC-11 PART D -SPECIAL CONDITIONS Contractor shall not be entitled to renegotiation of unit prices regardless of the final measured quantities . To the extent that C4-4 .3 conflicts with this provision, this provision controls. No claim will be considered for lost or anticipated profits based upon differences in estimated quantities versus actual quantities. D-18 CUTTING OF CONCRETE When existing concrete is cut, such cuts shall be made with a concrete saw. All sawing shall be subsidiary to the unit cost of the respective item. D-19 PROJECT DESIGNATION SIGN Project signs are required at all locations. It shall be in accordance with the attached Figure 30 (dated 9-18-96). The signs may be mounted on skids or posts . The Engineer shall approve the exact locations and methods of mounting . In addition to the 4' x 8' project signs , project signs shall be attached to barricades used where manhole rehabilitation or replacement is being conducted. Signs suspended from barricading shall be placed in such a way that signs do not interfere with reflective paint or coloring on the barricades . Barricade signs shall be in accordance with Figure 30, except that they shall be 1 '-0 " by 2'-0 " in size. The information box shall have the follow ing information: For Questions on this Project Call: (817) 871-8306 M-F 7:30 am to 4:30 p.m. or , (817)871-8300 Nights and Weekends Any and all cost for the required materials, labor, and equipment necessary for the furnishing of Project Signs shall be considered as a subsidiary cost of the project and no additional compensation will be allowed . D-20 CONCRETE SIDEWALK AND DRIVEWAY REPLACEMENT At locations in the project where mains are required to be placed under existing sidewalks and/or driveways , such sidewalks and/or driveways shall be completely replaced for the full existing width, between existing construction or expansion joints with 3000 psi concrete with reinforcing steel on a sand cushion in accordance with City of Fort Worth Transportation/Public Works Department Standard Specifications for Construction, Item 504. At locations where mains are required to be placed under existing curb and gutter, such curb and gutter shall be replaced to match type . and geometry of the removed curb and gutter shall be installed in accordance with Cit~ of Fort Worth Public Works Department Standard Specification for Construction, Item 502 . Payment for cutting, backfill, concrete, forming materials and all other associated appurtenances required, shall be included in the square yard price of the bid item for concrete sidewalk or driveway repair. D-21 MISCELLANEOUS PLACEMENT OF MATERIAL Material has been allocated under various bid items in the Proposal to establish unit prices for miscellaneous placement of material. These materials shall be used only when directed by the Engineer, depending on field conditions. Payment for miscellaneous 11/29/04 SC-12 PART D -SPECIAL CONDITIONS placement of material will be made for only that amount of material used, measured to the nearest one-tenth unit. Payment for miscellaneous placement of material shall be in accordance with the General Contract Documents regardless of the actual amount used for the project. D-22 CRUSHED LIMESTONE BACKFILL Where specified on the plans or directed by the Engineer, Crushed Limestone shall be used for trench backfill on this project. The material shall conform to Public Works Standard Specifications for Street and Storm Drain Construction Division 2 Item 208.2 - Materials and Division 2 Item 208.3 -Materials Sources. Trench backfill and compaction shall meet the requirements of E2-2 Excavation and Backfill, Construction Specifications, General Contract Documents. Payment for crushed limestone backfill in place shall be made at the unit price bid in the Proposal multiplied by the quantity of material used measured in accordance with E2-2.16 Measurement of Backfill Materials, Construction Specifications, and General Contract Documents . D-23 2:27 CONCRETE Transportation and Public Works Department typical sections for Pavement and Trench Repair for Utility Cuts Figures 1 through 5 refer to using 2:27 Concrete as base repair. Since this call-out .includes the word "concrete", the consistent interpretation of the Transportation and Public Works Department is that this ratio specifies two (2) sacks of cement per cubic yard of concrete. D-24 TRENCH EXCAVATION, BACKFILL, AND COMPACTION Trench excavation and backfill under parking lots, driveways, gravel surfaced roads, within easements, and within existing or future R.O.W. shall be in accordance with Sections E1-2 Backfill and E2-2 Excavation and Backfill of the General Contract Documents and Specifications except as specified herein . 1. TRENCH EXCAVATION: In accordance with Section E2-2 Excavation and Backfill, if the stated maximum trench widths are exceeded, either through accident or otherwise, and if the Engineer determines that the design loadings of the pipe will be exceeded, the Contractor will be required to support the pipe with an improved trench bottom. The expense of such remedial measures shall be entirely the Contractor's own. All trenching operations shall be confined to the width of permanent rights-of-way, permanent easements, and any temporary construction easements. All excavation shall be in strict compliance with the Trench Safety Systems Special Conqition of this document. 2. TRENCH BACKFILL: Trenches which lie outside of existing or future pavement shall be backfilled above the top of the embedment material with Type "C" backfill material. Excavated material used for Type "C" backfill must be mechanically compacted unless the Contractor can furnish the Engineer with satisfactory evidence that the P.I. of the excavated material is less than 8. Such evidence shall be a test report from an independent testing laboratory and must include represe'htative samples of soils in all involved areas, with a map showing the location and depth of the various test holes . If excavated material is obviously granular in nature, cont~ining little or no plastic material, the Engineer may waive the test report requirement. See E1-2.3, Type "C" or "D" Backfill, and E2-2.11 Trench Backfill for additional requirements. When Type "C" back-fill material is not suitable, Type "B" backfill material shall be used at the direction of the 11/29104 SC-13 PART D -SPECIAL CONDITIONS Engineer. In general, all backfill material for trenches in existing paved streets shall be in accordance with Figure A. Sand material specified in Figure A shall be obtained from an approved source and shall consist of durable particles free of thin or elongated pieces, lumps of clay, soil , loam or vegetable matter and shall meet the following gradation : • Less than 10% passing the #200 sieve • P.l.=10orless Additionally, the crushed limestone embedment gradation specified in Section E1-3 Crushed Limestone for Embedment of the General Contract Documents and Specifications shall be replaced with the following: Sieve Size 1" 1/2" 3/8 " #4 #8 % Retained 0-10 40-75 55-90 90 -100 95-100 All other provisions of this section shall remain the same . 3. TRENCH COMPACTION : All trench backfill shall be placed in iifts per E2-2.9 Backfill. Trenches which lie outside existing or future pavements shall be compacted to a minimum of 90% Standard Proctor Density (A.S .T .M . D698) by mechanical devices specifically designed for compaction or a combination of methods subject to approval by the Engineer. Trenches which lie under existing or future pavement shall be backfilled per Figure A with 95% Standard Proctor Density by mechanical devices specifically designed for compaction or a combination of methods subject to approval by the Engineer. Backfill material to be compacted as described above must be within +-4% of its optimum moist~re content. The top two (2) feet of sewer line trenches and the top eighteen (18) inches of water line may be rolled in with heavy equipment tires, provided it is placed in lifts appropriate to the material being used and the operation can be performed without damage to the installed pipe. The City, at its own expense, ·will perform trench compaction tests per A.S.T.M. standards on all trench backfill. Any retesting required as a result of failure to compact the backfill material to meet the standards will be at the expense of the Contractor and will be billed at the commercial rates as determined by the City. These soil density tests shall be performed at two (2)Joot vertical intervals ffeginning at a level two (2) feet above the top of the installed pipe and continuing to the top of the completed backfill at intervals along the trench not to exceed 300 linear feet The Contractor will be responsible for · providing access and trench safety system to the level of trench backfill to be tested . No extra compensation will be allowed for exposing the backfill layer to be tested or providing trench safety system for tests conducted .by the City. 4. MEASUREMENT AND PAYMENT: All material , with the exception of Type "B" backfill, and labor costs of excavation and backfill will be included in the price bid per linear foot of water and sewer pipe . Type "B " backfill shall be paid for at a pre-bid unit price of $15.00 per cubic yard. · 11 /29/04 SC-14 PART D -SPECIAL CONDITIONS D-25 TRENCH PAVEMENT (PERMANENT) REPAIR {E2-19) FOR UTILITY CUTS The unit price bid under the appropriate bid item of the proposal shall cover all cost for providing pavement repair equal to or superior in composition, thickness, etc., to existing pavement as detailed in the Public Works Department typical sections for Pavement and Trench Repair for Utility Cuts, Figures 2000-1 through 2000-3 . The results of the street cores that were conducted on the project streets, to determine · HMAC depths on existing streets, are provided in these specifications and contract documents . All required paving cuts shall be made with a concrete saw in a true and straight line on both sides of the trench, a minimum of twelve (12) inches outside the trench walls. The trench shall be backfilled and the top nine (9) inches shall be filled with required materials as shown on paving details, compacted and level with the finished street surface . This finished grade shall be maintained in a serviceable condition until the paving has been replaced. All residential driveways shall be accessible at night and over weekends. · It has been determined by the Transportation and Public Works Department that the strip of existing HMAC pavement between the existing gutter and the edge of the trench pavement repair will not hold up if such strip of existing pavement is two (2) feet or less in width. Therefore, at the locations in the project where the trench wall is three (3) feet or less from the lip of the existing gutter, the Contractor shall be required to remove the existing paving to such gutter. The pavement repair shall then be made from a minimum distance of twelve (12) inches outside the trench wall nearest the center of the street to the gutter line. The pavement shall be replaced within a maximum of five (5) working days, providing job placement conditions will permit repaving. If paving conditions are not suitable for repaving, in the opinion of the Owner, the repaving shall be done at the earliest possible date. A permit must be obtained from the Department of Engineering Construction Services Section by the Contractor in conformance with Ordinance No. 3449 and/or Ordinance No. 792 to make utility cuts in the street. The Department of Engineering will inspect the paving repair after construction. This permit requirement may be waived if work is being done under a Performance Bond and inspected by the Department of Engineering. D-26 SITE SPECl~IC TRENCH SAFETY SYSTEM {COVERS ALL PROJJ:CTS) A. GENERAL: This specification covers the trench safety requirements for all trench excavations exceeding depth of five (5) feet in order to protect workers from cave-ins. The requirements of this item govern all trenches for mains, manholes, vaults, service lines, and all other appurtenances. The design for the trench safety shall be signed and sealed by a Registered Professional Engineer licensed in Texas. The trench safety plan shall be specific for each water and/or sanitary sewer line included in the project. B. STANDARDS: The latest version of the U.S. Department of Labor, Occupational Safety and Health Administration Standards, 29 CFR Part 1926, Sub-Part P - 11/29104 SC-15 PART D -SPECIAL CONDITIONS Excavations, are hereby made a part of this specification and shall be the minimum governing requirements for trench safety. C. DEFINITIONS: 1. TRENCHES - A trench is referred to as a narrow excavation made below t he surface of the ground in which the depth is greater than the width, where t he width measured at the bottom is not greater than fifteen ( 15) feet. 2 . BENCHING SYSTEM -Benching means excavating the sides of a trench to fo r m one or a series of horizontal level or steps, usually with vertical or near-vertical surfaces between levels. 3. SLOPING SYSTEM -Sloping means excavating to form sides of a trench that are inclined away from the excavation. 4. SHIELD SYSTEM -Shields used in trenches are generally referred to as "trench boxes" or "trench shields". Shield means a structure that is able to withstand t he forces imposed on it by a cave-in and protect workers within the structure. Shields can be permanent structures or can be designed to be portable and move along as the work progresses. Shields can be either pre-manufactured or job- built in accordance with OSHA standards . 5. SHORING SYSTEM -Shoring means a structure such as a metal hydraulic, mechanical or timber system that supports the sides of a trench and which is designed to prevent cave-ins. Shoring systems are generally comprised of cross- braces , vertical rails, (uprights), horizontal rails (wales) and/or sheeting . D. MEASUREMENT -Trench depth is the vertical measurement from the top of the existing ground to the bottom of embedment or bottom of excavation. The quantity of trench safety systems shall be based on the linear foot amount of trench depth greater than five (5) feet. E. PAYMENT -Payment shall be full compensation for safety system design , labor, tools, materials , equipment and incidentals necessary for the installation and removal of trench safety systems. D-27 SANITARY SEWER MANHOLES A. GENERAL: The installation , replacement, and/or rehabilitation of sanitary sewer manholes will be required as shown on the plans, and/or as described in these Spe~ial Contract Documents in addition to those located in.)he field and identified by the Engineer. All manholes shall be in accordance with sections E1-14 Materials for Sanitary Sewer Manholes, Valve Vaults, Etc., and E2-14 Vault and Manhole Construction of the General Contract Documents and Specifications , unless amended or superseded by requirements of this Special Condition. For new sewer li ne installations, the Contractor shall temporarily plug all lines at every open manhole under construction in order to keep debris out of the dry sewer lines. The plugs s hall not be removed until the applicable manhole complete with cone section has been constructed and the lid installed to keep out debris as a result of additional construction. 11/29/04 SC-16 PART D -SPECIAL CONDITIONS 1. CONCRETE COLLARS : Concrete collars will be required on all manholes specified as per Figure 121. 2. WATERTIGHT MANHOLE INSERTS: Watertight gasket manhole inserts shall be installed in all sanitary sewer manholes. Inserts shall be constructed in accordance with Fort Worth Water Department Standard E100-4 and shall be fitted and installed according to the manufacturer's recommendations. Stainless Steel manhole inserts shall be required for all pipe diameters 18" and greater. 3. LIFT HOLES : All lift holes shall be plugged with a pre-cast concrete plug. The lift hole shall be sealed on the outside of the manhole with Ram-Nek or an approved equal sealant. The lift hole shall be sealed on the inside of the manhole with quick setting cement grout. 4. FINAL RIM ELEVATIONS: Manhole rims in parkways, lawns and other improved lands shall be at an elevation not more than one ( 1) nor less than one-half ( 1 /2) inch above the surrounding ground. Backfill shall provide a uniform slope from the top of manhole casting for not less than three (3) feet each direction to existing finish grade of the ground. The grade of all surfaces shall be checked for proper slope and grade by string lining the entire area regarded near the manhole. Manholes in open fields, unimproved land, or drainage courses shall be at an elevation shown on the drawings or minimum of 6 inches above grade. 5. MANHOLE COVERS: All lids shall have pick slots in lieu of pick holes. Manhole frames and covers shall be McKinley, Type N, with indented top design, or equal, with pick slots. Covers shall set flush with the rim of the frame and shall have no larger than 1/8-inch gap between the frame and cover. Bearing surfaces shall be machine finished. Locking manhole lids and frames will be restricted to locations within the 100-year floodplain and areas specifically designated on the plans. Certain teed Ductile Iron Manhole Lids and Frames are acceptable for use where locking lids are specified. 6. SHALLOW CONE MANHOLES: Shallow manhole construction will be used when manhole depth is four ( 4) feet or less. All shallow cone manholes shall be built in 'accordance with Fig\Jre 105. All shallow cone manholes shall have a cast iron lid and frame with pick slots. NOTE: MANHOLES PER FIGURE 106 WILL NOT BE ALLOWED. 7. MANHOLE STEPS: No manhole steps are to be installed on any sanitary sewer manhole. ·-0 8. EXTERIOR SURFACE COATING: Exterior surfaces of all manholes shall be coated with two mop coats of coal tar epoxy, Koppers "Bitumastic Super Service Black" Tnemec "46-450 Heavy Tnemecol," or equal to, a minimum or 14 mils dry film thickness. 9. MANHOLE JOINT SEALING: All interior and/or exterior joints on concrete manhole sections constructed for the City of Fort Worth Water Department, excluding only the joints using a trapped type performed 0-ring rubber gasket shall require Bitumastic joint sealants as per Figure M. 11/29104 SC-17 PART D -SPECIAL CONDITIONS This sealant shall be pre-formed and trowelable Bitumastic as manufactured by Kent-Seal, Ram-Nek , E-Z Stick , or equal. The joint sealer shall be supplied in either extruded pipe form or suitable cross-sectional area or flat-tape and shall be sized as recommended by the manufacturer and approved by the Engineer . The joint sealer shall be protected by a suitable removable wrapper and shall not in any way depend on oxidation, evaporation , or any other chemical action for either its adhesive properties or cohesive strength. The Joint sealer shall remain totally flexible without shrinking, hardening , or oxidizing regardless of the length of time it is exposed to the elements. The manufacturer shall furnish an affidavit attest ing to the successful use of the product as a pre-formed flexible joint sealant on concrete pipe and manhole sections for a period of at least five years. B. EXECUTION: 1. INSTALLATION OF JOINT SEALANT: Each grade adjustment ring and manhole frame shall be sealed with the above-specified materials. All surfaces to be in contact with the joint sealant shall be thoroughly cleaned of dirt, sand, mud, or other foreign matter. The manufacturer shall apply a primer to all surfaces prior to installing the joint sealant in accordance with the recommendations. The protective wrapper shall remain on the joint sealant until immediately prior to t he placement of the pipe in the trench. After removal of the protective wrapper, t he joint sealant shall be kept clean . Install frames and cover over manhole opening with the bottom of the rings resting on Bitumastic joint sealer. Frames and grade rings shall rest on two (2) rows (inside and outside) of Bitumastic joint sealer. 2. SEALING AND/OR ADJUSTING EXISTING MANHOLES: Excavate (rectangular full depth saw cut if in pavement) adjacent to the manhole to expose the en t ire manhole frame and a minimum of 6 inches of the manhole wall keeping the sides of the trench nearly vertical. 11 /29/04 Remove manhole frame from the manhole structure and observe the condition of the frame and grade rings. Any frame or grade ring that is not suitable for use as determined by the Engineer shall be replaced. Grade rings that are constructed of brick, block materials other than pre-cast concrete rings, or where necessary and approved by the Engineer, shall be replaced with a pre-cast flattop section. Pre-cast concrete rings, or a pre-cast concrete flattop section will be the only adjustments allowed. In brick or block manholes , replace the upper portion of the manhole to a point 24 inches below the frame. If the walls or cone section below this level are structurally unsound, notify the Engineer prior to replacement of the grade rings and manhole frame. Existing brickwork, if damaged by the Contractor, shall be replaced at the Contractor's expense . Wire brush manhole frame and exposed manhole surfaces to remove dirt and loose debris. Coat exposed manhole surfaces with an approved bonding agent followed by an application of quick setting hydraulic cement to provide a smooth working surface. If the inside diameter of the manhole is too large to safely support new adjustment rings or frames, a flat top section shall be installed. SC-18 PART D -SPECIAL CONDITIONS Joint surfaces between the frames, adjustment rings, and cone section shall be free of dirt, stones, debris and voids to ensure a watertight seal. Place flexible gasket joint material along the inside and outside edge of each joint, or use trowelable material in lieu of pre-formed gasket material. Position the butt joint of each length of joint material on opposite sides of the manhole . No steel shims, wood , stones, or any material not specifically accepted by the Engineer may be used to obtain final surface elevation of the manhole frame. In paved areas or future paved areas, castings shall be installed by using a straight edge not less than ten (10) feet long so that the top of the casting will conform to the slope and finish elevation of the paved surface. The top of the casting shall be 1/8 inch below the finished elevation. Allowances for the compression of the joint material shall be made to assure a proper final grade elevation. 3. EXPOSED EXTERIOR SURFACES: All exposed exterior surfaces shall be coated with two mop coats of coal tar epoxy. Kopper "Bitumastic Super Service · Black"; Tnemec "46-450 Heavy Tnemecol ", or equal, to a minimum of 14 mils dry film thickness. 4. The exterior surface of all pre-cast section joints shall be thoroughly cleaned with a wire brush and then waterproofed with a 1 /2-inch thick coat of trowelable bitumastic joint sealant from 6-inches below to 6-inches above the joint. The coated joint shall then be wrapped with 6 mil plastic to protect the sealant from damage during backfilling . C. MEASUREMENT AND PAYMENT: The price bid for new manhole installations shall include all labor, equipment, and materials necessary for construction of the manhole including, but not limited to , joint sealing, lift hole sealing and exterior surface coating. Payment shall not include pavement replacement , which if required, shall be paid separately. The price bid for reconstruction of existing manholes shall include all labor equipment and materials necessary for construction of new manhole, including, but not limited to, excavation , backfill, disposal of materials, joint sealing , lift hole sealing and exterior surface coating. Payment shall not include pavement replacement, wh ich if required, shall be paid separately. The price bid for adjusting and/or sealing of existing manholes shall include all labor, equipment and materials necessary for adjusting and/or sealing the manhole, including but not limited to, joint:sealing, lift hole sealing, and exterior surface coating. ·~ Payment for concrete collars will be made per each. Payment for manho le inserts will be made per each . D-28 SANITARY SEWER SERVICES Any reconnection , relocation, re-routes, replacement, or new sanitary sewer service shall be required as shown on the plans , and/or as described in these Special Contact Documents in addition to those located in the field and identified by the Engineer as active sewer taps . The service connections shall be constructed by the Contractor : utilizing standard factory manufactured tees. City approved factory manufactured saddle 11/29/04 SC-19 PART D -SPECIAL CONDITIONS taps may be used, but only as directed by the Engineer. The decision to use saddle taps as opposed to tees shall be made on a case-by-case basis . The Contractor shall be responsible for coordinating the scheduling of tapping crews with building owners and t he Engineer in order that the work be performed in an expeditious manner. A minimum of 24 hours advance notice shall be given when taps will be required . Severed service connections shall be maintained as specified in section C6-6.15. D. SEWER SERVICE RECONNECTION: When sewer service reconnection is called for the Contractor shall vertically adjust the existing sewer service line as required for reconnection and furnish a new tap. The fittings used for vertical adjustment shall consist of a maximum bend of 45 degrees. The tap shall be located so as to line up with the service line and avoid any horizontal adjustment. For open cut applications, all sanitary sewer service lines shall be replaced to the property or easement line, or as directed by the Engineer. Sanitary sewer services on sewers being rehabilita ted using pipe enlargement methods shall be replaced to the property or easement line or as directed by the Engineer. Procedures listed below for Sewer Service Replacement shall be adhered to for the installation of any sewer service line including the incidental four (4) feet of service line which is included in the price bid for Sanitary Sewer Taps. Payment for work such as backfill, saddles, tees, fittings incidental four ( 4) feet of service line and all other associated appurtenances requi red shall be included in the price bid for Sanitary Sewer Taps. E. SEWER SERVICE REPLACEMENT: All building sewer services encountered during construction shall be adjusted and/or replaced by the Contractor as directed by the Engineer as required for the connection of the sewer service line. If the sewer service line is in such condition or adjustment necessitates the replacement of the sewer service line, all work shall be performed by a licensed plumber. The Engineer shall determine the length of the replacement. All sewer services shall be installed at a minimum of two (2) percent slope or as approved by the Engineer. For situations involving sewer service re-routing, whether on public or private property, the City shall provide line and grade for the sewer service lines as shown on the project plans. Prior to installing the applicable sewer main or lateral and the necessary service lines, the Contractor shall verify (by de-holing at the building clean"'."out) the elevations (shown on the plans) at the building clean-out and compare the data with the elevation at the proposed connection point on the sewer main , in order to ensure that the two (2) percent minimum slope (or as specified by the Engineer) requirement is satisfied . Elevations shall also be verified at all bend locations on {he service re- route. All applicable sewer mains , laterals and affected service lines that are installed without pre-construction de-holing at the affected residences (to verify des ign elevations) shall be removed and replaced as necessary at the Contractor's expense in the event grade conflicts are brought to light after de-holing is conducted. All elevation informatiCill obtained by the Contractor shall be submitted to th& Inspector. The Engineer shall be immediately notified in the event that the two (2) percent minimum slope is not satisfied. If the Contractor determines that a different alignment for the re-route is more beneficial than shown on the plans , the Contractor shall obtain and submit all relevant elevation information for the new alignment to the Inspector and shall be responsible for ensuring that the two (2) percent minimum grade (or as approved by the Engineer) is satisfied . Prior to backfilling, the Contractor shall double check the grade of the installed service line and submit signed documentation verifying that the line has been installed as designed to the Engineer. The Contractor, at its sole expense, shall be required to uncover any sewer service for which no grade verification has been submitted. All re-routes that are not installed 11 /29/04 SC-20 PART D -SPECIAL CONDITIONS as designed or fail to meet the City code shall be reinstalled at the Contractor's expense. The Contractor shall ensure that the service line is backfilled and compacted in accordance with the City Plumbing Code . Connection to the existing sewer service line shall be made with appropriate adapter fittings . The fitting shall be a urethane or neoprene coupling A.S.T.M. C-425 with series 300 stainless steel compression straps . The Contractor shall remove the existing clean-out and plug the . abandoned sewer service line . The contractor shall utilize schedule 40 PVC for all sanitary sewer service re-routes or relocations located on private property . Furthermore, the contractor shall utilize the services of a licensed plumber for all service line work on private property. Permit(s) must be obtained from the City of Fort Worth Development Department for all service line work on private property and all work related to the service line must be approved by a City of Fort Worth Plumbing Inspector. A copy of the plumbing permit shall be provided to the Engineer prior to beginning work on the sanitary sewer service re-route and proof of final acceptance by the Plumbing Inspector shall be provided to the Engineer upon completion of the sanitary sewer re-route. Payment for work and materials such as backfill, removal of existing clean-outs, plugging the abandoned sewer service line, double checking the grade of the installed service line, pipe fittings , surface restoration on private property (to match existing), and all other associated work for service replacements in excess of four ( 4) linear feet shall be included in the linear foot price bid for sanitary sewer service line replacement on private property or public right of way. Payment for all work and material involving the "tap" shall be included in the price bid for sanitary sewer service taps. D-29 REMOVAL, SALVAGE, AND ABANDONMENT OF l=XISTING FACILITIES Any removal, salvaging and/or abandonment of existing facilities will necessarily be required as shown on the plans, and/or described in these Special Contract Documents in addition to those located in the field and identified by the Engineer. This work shall be done in accordance with Section E2-1.5 Salvaging of Material and E2-2.7 Removing Pipe, of the General Contract Documents and Specifications, unless amended or superseded by requirements of this Special Condition. A. SALVAGE OF EXISTING WATER METER AND METER BOX: Existing water meter and meter box shall be removed and returned to the Water Department warehouse by the Contractor in accordance with Section E2 -1.5 Salvaging of Materials. B. SALVAGE OF EXISTING WATER METER AND CONCRETE VAULT LID: Existing water meter and concrete vault lid shall ,0be removed and returned to the Water Department warehouse by the Contractor in accordance with Section E2-1.5 Salvaging of Materials. The concrete vault shall be demolished in place to a point not less than 18 inches below final grade. The concrete vault shall then be backfilled and compacted in accordance with backfill method as specified in Section E2-2.9 Backfill. Backfill material shall be suitable excavated material approved by the Engineer. Surface restoration shall be compatible with existing surrounding surface and grade. C. SALVAGE OF EXISTING FIRE HYDRANTS: Existing fire hydrants shall be removed and returned to the Water Department warehouse by the Contractor in accordance with Section E2-1.5 Salvaging of Materials . The void shall be backfilled and 11/29/04 SC-21 PART D -SPECIAL CONDITIONS compacted in accordance with backfill method as specified in Section E2-2.9 Backfill. Backfill material shall be suitable excavated material approved by the Engineer. Surface restoration shall be compatible with existing surrounding surface and grade. D. SALVAGE OF EXISTING GATE VALVE: Existing gate valve and valve box and lid shall be removed and returned to the Water Department warehouse by the Contractor in accordance with Section E2-1.5 Salvaging of Materials. The void area caused by the valve removal shall be backfilled and compacted in accordance with backfill method as specified in Section E2-2.9 Backfill. Backfill material shall be suitable excavated material approved by the Engineer. Surface restoration shall be compatible with existing surrounding surface and grade. If the valve is in a concrete vault, the vault shall be demolished in place to a point no less than 18" below final grade. E. ABANDONMENT OF EXISTING GATE VALVE: Existing gate valve and box lid shall be abandoned by first closing the valve to the fully closed position and demolish ing the valve box in place to a point not less than 18 inches below final grade. Concrete shall then be used as backfill material to match existing grade. F. ABANDONMENT OF EXISTING VAULTS: Vaults to be demolished in place shall have top slab and lid removed and vault walls demolished to a point not less than 18" below final grade. The void area caused shall then be backfilled and compacted in accordance with backfill method as specified in Section E2-2.9 Backfill. Backfill material shall be suitable excavated material approved by the Engineer. Surface restoration shall be compatible with the existing surrounding grade . G. ABANDONMENT OF MANHOLES: Manholes to be abandoned in place shall have all pipes entering or exiting the structure plugged with lean concrete. Manhole top or cone section shall be removed to the top of the full barrel diameter section, or to point not less than 18 inches below final grade. The structure shall then be backfilled and compacted in accordance with backfill method as specified in Section E2-2.9 Backfill. Backfill material may be either clean washed sand of clean, suitable excavated material approved by the Engineer. Surface restoration shall be compatible with surrounding service surface. Payment for work involved in backfilling, plugging of pipe(s) and all other appurtenances required, shall be included in the appropriate bid item -Abandon Existing Sewer Manhole. H. REMOVAL OF MANHOLES: Manholes to be removed shall have all pipes entering or exiting the structure disconnected. The complete manhole , including top or cone section, all full barrel diameter section, and base section shall be removed. The excavation shall then ba backfilled and compacted in accordance with backfill method as specified in Section E2-2.9 Backfill. Backfill material may be with Type C Backfill or Type B Backfill, as approved by the Engineer. Surface restoration shall be compatible with surrounding surface. I. CUTIING AND PLUGGING EXISTING MAINS: At various locations on this project , it may be required to cut, plug, and block existing water mains/services or sanitary sewer mains/services in order to abandon these lines. Cutting and plugging exist ing mains and/or services shall be considered as incidental and all costs incurred will be considered to be included in the linear foot bid price of the pipe, unless separate trenching is required . 11/29/04 SC-22 PART D -SPECIAL CONDITIONS J. REMOVAL OF EXISTING PIPE: Where removal of the existing pipe is required , it shall be the Contractor's responsibility to properly dispose of all removed pipe. All removed valves , fire hydrants and meter boxes shall be delivered to Water Department Field Operation , Storage Yard. C. PAYMENT: Payment for all work and material involved in salvaging , abandoning and/or removing existing facilities shall be included in the linear foot bid price of the pipe, except as follows: separate payment will be made for removal of all fire hydrants, gate valves, 16 inch and larger, and sanitary sewer manholes, regardless of location. Payment will be made for salvaging, abandon ing and/or removing all other existing facilities when said facility is not being replaced in the same trench (i.e ., when removal requires a separate trench). L. ABANDONMENT OF EXISTING SEWER LINES: Where plans call for abandonment of existing sewer mains after the construction of a new sewer main, the Contractor shall be responsible for TV inspection of 100% of the existing sewer main to be abandoned to make a final determination that all existing service connections have been relocated to the new main . Once this determination has been made , the existing main will be abandoned as indicated above in Item I. D-30 DETECTABLE WARNING TAPES Detectable underground utility warning tapes which can be located from the surface by a pipe detector shall be installed directly above non-metallic water and sanitary sewer pipe . The detectable tape shall be "Detect Tape" manufactured by Allen Systems, Inc. or approved equal, and shall consist of a minimum thickness 0.35 mils solid aluminum foil encased in a protective inert plastic jacket that is impervious to all known alkalis, acids, chemical reagents and solvents found in the soil. The minimum overall thickness of the tape shall be .5.5 mils, and the width shall not be less than two inches with a minimum unit weight of 212 pounds/1 inch/100 '. The tape shall be color coded and imprinted with the message as follows: Type of Utility Color Code Water Safety Blue Sewer Safety Green Legends Caution! Buried Water Line Below Caution! Buried Sewer Line Below Installation of detectable tapes shall be per manu.facturer's recommendations and shall be as close to the grade as is practical for optimum protection and detectability. Allow a minimum of 18 inches between the tape and the pipe. Payment for work such as backfill, bedding , blocking, detectable tapes, and all other associated appurtenances required shall be included in the unit price bid for the appropriate bid item(s). D-31 PIPE CLEANING Joints shall be wiped and then inspected for proper installation by the inspectors. Each joint shall be swept daily and kept clean. during installation . A temporary night plug shall be installed on all exposed pipe ends during any period of work stoppage. 11/29/04 SC-23 PART D -SPECIAL CONDITIONS D-32 DISPOSAL OF SPOIL/FILL MATERIAL Prior to the disposing of any spoil/fill material , the Contractor shall advise the Director of Engineering Department, acting as the City of Fort Worth's Flood Plain Administrator ("Administrator"), of the location of all sites where the Contractor intends to dispose of such material. Contractor shall not dispose of such material until the proposed sites have been determined by the Administrator to meet the requirements of the Flood Plain Ordinances of the City of Fort Worth (Ordinance No . 10056). All disposal sites must be approved by the Administrator to ensure that filling is not occurring within a floodplain without a permit. A floodplain permit can be issued upon approval of necessary Engineering studies . No fill permit is required if disposal sites are not in a floodplain. Approval of the Contractor's disposal sites shall be evidenced by a letter signed by the Administrator stating that the site is not in a known flood plain or by a Flood Plain Fill Permit authorizing fill within the flood plain . Any expenses associated with obtaining the fill permit, including any necessary Engineering studies, shall be at the Contractor's expense . In the event that the Contractor disposes of spoil/fill material at a site without a fill permit or a letter from the administrator approving the disposal site, upon notificati on by the Director of Engineering Department, Contractor shall remove the spoil/fill material at its expense and dispose of such materials in accordance with the Ordinances of the City and this section . D-33 MECHANICS AND MATERIALMEN'S LIEN The Contractor shall be required to execute a release of mechanics and material men 's liens upon receipt of payment. D-34 SUBSTITUTIONS The specifications for materials set out the minimum standard of quality, which the City believes necessary to procure a satisfactory project. No substitutions will be permitted until the Contractor has received written permission of the Engineer to make a substitution for the material, which has been specified. Where the term "or equal", or "or approved equal" is used, it is understood that if a material, product, or piece of equipment bearing the name so used is furnished , it will be approvable, as the particular trade name was used for the purpose of establishing a standard of quality acceptable to the City. If a product of any other name is proposed for use, the Engineer's approval thereof must be obtained before the Contractor procures the proposed substitute. Where the term "or equal ", or "or approved equal " is not used in the specifications, this does not necessarily exclude alternative items or material or equipment which may accomplish the intended purpose. However, the Contractor shall have the full responsibility of proving that the proposed substitution is, in fact, equal, and the Engineer, as the representative of the City, shall be the sole judge of the acceptability of substitutions. The provisions oU his sub-section as related to "substitutions " shall be applicable to all sections of these specifications . "' D-35 PRE-CONSTRUCTION TELEVISION INSPECTION OF SANITARY .SEWER A. GENERAL: Prior to the reconstruction, ALL sections of existing sanitary sewer lines to be abandoned, removed (except where being replaced in the same location), or rehabilitated (pipe enlargement, cured-in-place pipe, fold and form pipe, slip-line, etc .), shall be cleaned, and a television inspection performed to identify any act ive sewer service taps, other sewer laterals and their location . Work shall consis t of furnishing all labor, material , and equipment necessary for the cleaning and inspection of the sewer lines by means of closed circuit television. Satisfactory 11/29/04 SC-24 PART D -SPECIAL CONDITIONS precautions shall be taken to protect the sewer lines from damage that might be inflicted by the improper use of cleaning equipment. 1. HIGH VELOCITY JET (HYDROCLEANING) EQUIPMENT: The high-velocity sewer line cleaning equipment shall be constructed for easy and safe operation. The equipment shall also have a selection of two or more high-velocity nozzles . The nozzles shall be capable of producing a scouring action from 15 to 45 degrees in all size lines designated to be cleaned. Equipment shall also include a high-velocity gun for washing and scouring manhole walls and floor. The gun shall be capable of producing flows from a fine spray to a solid stream. The equipment shall carry its own water tank, auxiliary engines, pumps, and hydraulically driven hose reel. Hydraulically Propelled Equipment shall be of a movable dam type and be constructed in such a way that a portion of the dam may be collapsed at any time during the cleaning operation to protect against flooding of the sewer. The movable dam shall be equal in diameter around the outer periphery to ensure removal of grease . If sewer cleaning balls or other equipment, which cannot be collapsed, is used, special precautions to prevent flooding ,of the sewers and public or private property shall be taken. The flow of sewage present in the sewer lines shall be utilized to provide necessary fluid for hydraulic cleaning devices whenever possible. 2. CLEANING PROCEDURES: The designated sewer manholes shall be cleaned using high-velocity jet equipment. The equipment shall be capable of removing dirt, grease, rocks, sand, and other materials and obstructions from the sewer lines and manholes. If cleaning of an entire section cannot be successfully performed from one manhole, the equipment shall be set up on the other manhole and cleaning again attempted. If, again, successful cleaning cannot be performed or equipment fails to traverse the entire manhole section, it will be assumed that a major blockage exists, and the cleaning effort shall be abandoned. When additional quantities of water from fire hydrants are necessary to avoid delay in normal working procedures , the water shall be conserved and not used unnecessarily. No fire hydrant shall be obstructed in case of a fire in the area served by the hydrant. Before using any water from the City Water Distribution System, the Contractor shall apply for and receive permission from the Water Department. The Contractor shall be responsible for the water meter and related charges for the setup, including the water usage bill. All expenses shall be considered incidental to cleaning. 3. DEBRIS .REMOVAL AND DISPOSAL: All sludge, dirt, sand, rock, grease, and ·'vther solid or semisolid material resulting from the Cieaning operation shall be removed at the downstream manhole of the section being cleaned. Passing material from manhole section to manhole section, which could cause line stoppages, accumulations of &and in wet wells, or damage pumping equipment, shall not be permitted . 4. All solids or semisolid resulting from the cleaning operations shall be removed ' from the site and disposed of at a site designated by the Engineer. All materials shall be removed from the site no less often than at the end of each workday and disposed of at no additional cost to the City. 11/29/04 SC-25 PART D -SPECIAL CONDITIONS 5. UNDER NO CIRCUMSTANCE SHALL SEWAGE OR SOLIDS REMOVED THEREFROM BE DUMPED ONTO STREETS OR INTO DITCHES, CATCH BASINS, STORM DRAINS OR SANITARY SEWER MANHOLES . 6. TELEVISION INSPECTION EQUIPMENT: The television camera used for the inspection shall be one specifically designed and constructed for such inspection. Lighting for the camera shall be suitable to allow a clear picture of the en t ire periphery of the pipe . The camera shall be operative in 100% humidity conditions . The camera, television monitor, and other components of the video system shall be capable of producing picture quality to the satisfaction of t he Engineer; and if unsatisfactory, equipment shall be removed and no payment will be made for an unsatisfactory inspection. B. EXECUTION: 1. TELEVISION INSPECTION: The camera shall be moved through the line in either direction at a moderate rate , stopping when necessary to permit proper documentation of any sewer service taps . In no case will the te levision camera be pulled at a speed greater than 30 feet per minute . Manual winches, power winches, TV cable, and powered rewinds or other devices that do not obstruct t he camera view or interfere with proper documentation shall be used to move t he camera through the sewer line. When manually operated winches are used to pull the television camera through the line, telephones or other suitable means of communications shall be set up between the two manholes of the section being inspected to ensure good communications between members of the crew . The importance of accurate distance measurements is emphas ized. All televis ion inspection videotapes shall have a footage counter. Measurement for locatio n of sewer service taps shall be above ground by means of meter device . Marking on the cable, or the like , which would require interpolation for depth of manhole, will not be allowed. Accuracy of the distance meter shall be checked by use of a walking meter, roll-a-tape, or other suitable device, and the accuracy shall be satisfactory to the Engineer. The City makes no guarantee that all of the sanitary sewers to be entered are clear for the passage of a camera . The methods used for securing passage of the camera are to be at the option of the Contractor. The cost of retrieving the Television camera, under all circumstances , when it becomes lodged during inspection , shall be incidental to Teievision inspection. 2. DOCUMENTATION : Television Inspection Logs: Printed location records shall be kept by the Contractor and will clearly show the location in relation to an adjacent manhole of each sewer service taps observed during inspection . In addition, other points of significance such as locations of unusual conditio ns, roots, storm sewer connections, broken pipe, presence of scale and corrosion , and other discernible features will be recorded, and a copy of such records will be supplied to the City. 11 /29/04 SC-26 - PART D -SPECIAL CONDITI.QNS 3. PHOTOGRAPHS: Instant developing, 35 mm , or other standard-size photographs of the television picture of problems shall be taken by the Contractor upon request of the Engineer, as long as such photographing does not interfere with the Contractor's operations. 4. VIDEOTAPE RECORDINGS : The purpose of tape recording shall be to supply a visual and audio record of problem areas of the lines that may be replayed . Video tape recording playback shall be at the same speed that it was recorded . The television tapes shall be furnished to the City for rev iew immediately upon completion of the television inspection and may be retained a maximum of 30 calendar days. Equipment shall be provided to the City by the Contractor for review of the tapes. The Engineer w ill return tapes to the Contractor upon completion of review . · Tapes shall not be erased without the permission of the Engineer. If the tapes are of such poor quality that the Engineer is unable to evaluate the condition of the sewer line or to locate service connections, the Contractor shall be required to re- televise and provide a good tape of the line at no additional cost to the City. If a good tape cannot be provided of such quality that can be reviewed by the Engineer, no payment for televising this portion shall be made. Also, no payment shall be made for portions of lines not televised or portions where manholes cannot be negotiated with the television camera. THE TAPES SHALL BE SUBMITIED TO THE ENGINEER PRIOR TO CONSTRUCTION FOR REVIEW AND DETERMINATION OF SAGS. Upon completion of review of the tapes by the Engineer, the Contractor will be notified as to which sections of the sanitary sewer are to be corrected. The Engineer will return tapes to the Contractor upon completion of review. All costs associated with this work shall be incidental to unit prices bid for items under Television Inspection of the Proposal. C. PAYMENT OF CLEANING AND PRE-CONSTRUCTION TELEVISION INSPECTION OF SANITARY SEWERS: The cost for Pre-Construction Cleaning and Television Inspection of sanitary sewers shall be per linear foot of sewer actually televised . The Contractor shall provide the Engineer with tapes of a quality that the particular piece of sewer can be readily evaluated as to existing sewer conditions and for providing appropriate means for review of the tapes by the Engineer including collection and removal , transportation and disposal of sand and debris from the sewers to a legal dump site . Televisi on inspection shall include necessary cleaning (hydraulic jet or mechanical cleaner) to provide video image required for line analysis . The primary purpose of cleaning is for television inspection and rehabilitation; when a portion of a line is not or cannot be televised or rehabilitated, the cleaning of that portion of line shall be incidental and no payment shall be made. The City makes no guarantee that all of the sanitary sewers to be entered are clear for the passage of a camera . The methods used for securing passage of the camera are to be at the option of the Contractor, and the costs must be included in the bid price for TV Inspections. The cost of retrieving the TV Camera , under all 11/29/04 SC-27 PART D -SPECIAL CONDITIONS circumstances, when it becomes lodged during inspection, shall be incidental to TV Inspection . The item shall also include all costs of installing and maintaining any bypass pump ing required to provide reliable, regular sewer service to the area residents. All bypass pumping shall be incidental to the project. D-36 VACUUM TESTING OF SANITARY SEWER MANHOLES D. GENERAL: This item shall govern the vacuum testing of all newly constructed sanitary sewer manholes. B. EXECUTION: 1. TEST PROCEDURE: Manholes shall be vacuum tested prior to any interior grouting with all connections in place. Lift holes shall be plugged, and all drop- connections and gas sealing connections shall be installed prior to testing. The sewer lines entering the manhole shall be plugged and braced to prevent the plugs from being drawn into the manhole. The plugs shall be installed in the lines beyond the drop-connections, gas sealing connections, etc. The test head shall be placed inside the frame at the top of the manhole and inflated in accordance with the manufacturer's recommendations. A vacuum of ten inches of mercury (10"Hg) shall be drawn and the vacuum pump will be turned off. With the valve closed, the level of vacuum shall be read after the required test time. The required test time shall be determined from the Table I below in accordance with ASTM C1244-93: Table I MINIMUM TIME REQUIRED FOR VACUUM DROP OF 1" Hg (10"Hg -9"Hg} (SEC} Depth of MH . 48-lnch Dia. 60-lnch Dia. (FT.) Manhole Manhole Oto 16' 40 sec. 52 sec. 18' 45 sec. 59 sec. 20' 50 sec. 65 sec . 22' 55 sec. 72 sec. 24' 59 sec. 78 sec. 26' 64 sec. 85 sec. 28' 69 sec. 91 sec. 30' 74 sec. 98 sec. For Each 5 sec. 6 sec. Additional 2' 1. ACCEPTANCE: The manhole shall be considered acceptable, if the drop in the level of vacuum is less than one-inch of mercury (1" Hg) after the required test time. Any manhole, which fails to pass the initial test, must be repaired by either 11/29/04 SC-28 PART D -SPECIAL CONDITIONS pressure grouting through the manhole wall or digging to expose the exterior wall of the manhole in order to locate the leak and seal it with an epoxy sealant. The manhole shall be retested as described above until it has successfully passed the test. Following completion of a successful test, the manhole shall be restored to its normal condition , all temporary plugs shall be removed , all braces , equipment , and debris shall be removed and disposed of in a manner satisfactory to the Engineer. C. PAYMENT: Payment for vacuum testing of sanitary sewer manholes shall be paid at the contract price per each vacuum test. This price shall include all material , labor, equipment, and all incidentals, including all bypass pumping , req1:1ired to complete the test as specified here in. D-37 BYPASS PUMPING The Contractor shall bypass the sewage around the section or sections of sewer to be rehabilitated and/or replaced. The bypass shall be made by plugging existing upstream manhole and pumping the sewage into a downstream manhole or adjacent system or other method as may be approved by the Engineer. The pump and bypass lines shall be of adequate capacity and size to handle the flow without sewage backup occurring to facilities connected to the sewer. Provis ions shall be made at driveways and street crossings to permit safe vehicu lar travel without interrupting flow in the bypass system. Under no circumstances will the Contractor be permitted to discharge sewage into the trenches. Payment shall be incidental to rehabilitation or replacement of the sewer line . D-38 POST-CONSTRUCTION TELEVISION INSPECTION OF SANITARY SEWER A. GENERAL: After construction, ALL sections of sanitary sewer lines shall have a television inspection perf,ormed by an independent sub-C~ntractor hired by the prime Contractor. Work shall consist of furnishing all labor, material, and equipment necessary for inspection of the sewer lines by means of closed circuit television. Satisfactory precautions shall be taken to protect the sewer lines from damage that might be inflicted by the improper use of cleaning equipment. B. TELEVISION INSPECTION EQUIPMENT: The television camera used for the inspection shall be one specifically de-signed and constructed for such inspection. Lighting for the camera shall be operative in 100% humidity conditions . The camera , television monitor, and other components of the video system shall be capable of producing picture quality to the, satisfact ion of the Engineer; and if unsatisfactory, equipment shall be removed and no payment will be made for an unsatisfactory inspection. ~ C. EXECUTION: 1. TELEVISION INSPECTION : The camera shall be moved through the line in either direction at a moderate rate, stopping when necessary to permit proper documentation of any sewer service taps. In no case will the television camera be pulled at a speed greater than 30 feet per minute. Manual winches , power winches, TV cable, and powered rewinds or other devices that do not obstruct the camera view or interfere with proper documentation shall be used to move the 11/29/04 SC-29 PART D -SPECIAL CONDITIONS camera through the sewer line . No more than 2000 linear feet of pipe will be televised at one time for review by the Engineer. When manually operated winches are used to pull the television camera through the line, telephones or other suitable means of communications shall be set up between the two manholes of the section being inspected to ensure good communications between members of the crew . The importance of accurate distance measurements is emphasized . All television inspection video tapes shall have a footage counter. Measurement for location of sewer service taps shall be above ground by means of meter device . Marking on the cable , or the like , which would require interpolation for depth of manhole, will not be allowed. Accuracy of the distance meter shall be checked by use of a walking meter, roll-a-tape, or other suitable device, and the accuracy shall be satisfactory to the Engineer. The City makes no guarantee that all of the sanitary sewers to be entered are clear for the passage of a camera. The methods used for securing passage of the camera are to be at the option of the Contractor. The cost or retrieving the Television camera , under all circumstances, when it becomes lodged during inspection , shall be incidental to Television inspection . Sanitary sewer mains must be laced with enough water to fill all low pints. The television inspection must be done immediately following the lacing of the main with no water flow. If sewer is active, flow must be restricted to provide a clear image of sewer being inspected . 2. DOCUMENTATION: Television Inspection Logs: Printed location records shall be kept by the Contractor and will clearly show the location in relation to an adjacent manhole of each sewer service tap observed during inspection. All television logs shall be referenced to stationing as shown on the plans. A copy of these television logs will be supplied to the City. 3. PHOTOGRAPHS: Instant developing, 35 mm, or other standard-size photographs of the television picture of problems shall be taken by the Contractor upon request of the Engineer, as long as such photographing does not interfere with the Contractor's operations. 4. VIDEOTAPE RECORDINGS: The purpose of tape recording shall be to supp ly a visual and audio record of problem areas of the lines that may be replayed. Video tape recording playback shall be at the same speed that it was recorded . The television tapes shall be furnished to the Cit yr.e for review immediately upon completion of the television inspection and may be retained a maximum of 30 calendar days. Equipment shall be provided to the City by the Contractor for review of the tapes. Tapes will be returned to the Contractor upon cqmpletion of review by the Engineer. Tapes shall not be erased without the permission of the 11 /29/04 Engineer. ' If the tapes are of such ·poor quality that the Engineer is unable to evaluate the condition of the sewer line or to locate service connections, the Contractor shall be required to re-televise and provide a good tape of the line at no additional cost to the City. If a good tape cannot be provided of such quality that can be SC-30 PART D -SPECIAL CONDITIONS reviewed by the Engineer, no payment for televising t his portion shall be made. Also, no payment shall be made for portions of lines not televised or portions where manholes cannot be negotiated with the television camera. D. PAYMENT OF POST-CONSTRUCTION TELEVISION INSPECTION OF SANITARY SEWERS: The cost for post-construction Television Inspection of sanitary sewers shall be per linear foot of sewer televised. The Contractor shall provide the Engineer with "tapes of a quality that the particular piece of sewer can be readily evaluated as to sewer conditions and for providing appropriate means for review of the tapes by the Engineer. Television inspection shall include necessary cleaning (hydraulic jet or mechanical cleaner) to provide video image required for line analysis. The quantity of TV inspection shall be measured as the total length of new pipe installed. All costs associated with this work shall be included in the appropriate bid item -Post- Construction Television Inspection. The item shall also include all costs of installing and maintaining any bypass pumping required to provide reliable, regular sewer service to the area residents. All bypass pumping shall be incidental to the project. D-39 SAMPLES AND QUALITY CONTROL TESTING A. The Contractor shall furnish , at its own expense , certifications by a private laboratory for all materials proposed to be used on the project, including a mix design for any asphaltic and/or Portland cement concrete to be used, and gradation analysis for sand and crushed stone to be used along with the name of the pit from which the material was taken . The contractor shall provide manufacturer's certifications for all manufactured items to be used in the project and will bear any expense related thereto . B. Tests of the design concrete mix shall be made by the contractor's laboratory at least nine days prior to the placing of concrete using the same aggregate, cement, and mortar which are to be used later in the concrete . The Contractor shall provide a certified copy of the test results to the City. C. Quality control testing of in-place material on this project will be performed by the city at its own expense . Any retesting required as a result of failure of the material to meet project specifications will be at the expense of the contractor and will be billed at commercial rates as determined by the City. The failure of the City to make any tests of materials shall in no way relieve the contractor of its responsibility to furnish materials and equipment conforming to the requirements of the contract. ~ ~ D. Not less than 24 hours notice shall be provided to the City by the Contractor for operations requiring testing. The Contractor shall provide access and trench safety system (if required) for the site to be tested , and any work effort involved is deemed to be included in the unit price for the item being tested. E. The Contractor shall provide a copy of the trip ticket for each load of fill material delivered to the job site. The ticket shall specify the name of the pit supplying the fill material. 11/29/04 SC-31 PART D -SPECIAL CONDITIONS D-40 TEMPORARY EROSION, SEDIMENT, AND WATER POLLUTION CONTROL (FOR DISTURBED AREAS LESS THAN 1 ACRE) A. DESCRIPTION: This item shall consist of temporary soil erosion sediment and water pollution control measures deemed necessary by the Engineer for the duration of t he contract. These control measures shall at no time be used as a substitute for t he permanent control measures unless otherwise directed by the Engineer and they shall not include measures taken by the CONTRACTOR to control conditions crea ted by his construction operations. The temporary measures shall include dikes, dams , berms, sediment basins, fiber mats , jute netting , temporary seeding, straw mulch , asphalt mulch, plastic liners, rubble liners, baled-hay retards, dikes, slope drains and other devices. B. CONSTRUCTION REQUIREMENTS: The Engineer has the authority to define erodible earth and the authority to limit the surface area of erodible-earth material exposed by preparing right-of-way, clearing and grubbing, the surface area of erodible-earth material exposed by excavation, borrow and to direct the CONTRACTOR to provide temporary pollution-control measures to prevent contamination of adjacent streams , other water courses, lakes , ponds or other areas of water impoundment. Such work may involve the construction of temporary berms , dikes, dams, sediment basins, slope drains and use of temporary mulches, mats, seeding, or other control devices or· methods directed by the Engineer as necessary to control soil erosion. Temporary pollution-control measures shall be used to prevent or correct erosion that may develop during construction prior to installation of permanent pollution control features, but are not associated with permanent con t rol features on the project. The Engineer will limit the area of preparing right-of-way, clearing and grubbing, excavation and borrow to be proportional to the CONTRACTOR'S capability and progress in keeping the finish grading, mulching, · seeding, and other such permanent pollution-control measures current in accordance w ith the accepted schedule. Should seasonal conditions make such limitations unrealistic, temporary soil-erosion-control measures shall be performed as directed by the Eng ineer. 2. Waste or disposal areas and construction roads shall be located and constructed in a manner that will minimize the amount of sediment entering streams. 3. Frequent fordings of live streams will not be permitted ; therefore , temporary bridges or other structures shall be used wherever an appreciable number of stream crossings are necessary. Unless otherwise approved in writing by the Engineer, mechanized equipment shall not be operated in live streams. 4. When ~ork areas or material sources are located in or adjaq~nt to live streams, such areas shall be separated from the stream by a dike or other barrier to keep sediment from entering a flowing stream. Care shall be taken during the construction and removal of such barriers to minimize the muddying of a stream. 5. All waterways shall be cleared as soon as practicable of false work, piling, debris or other obstructions placed during construction operations that are not a part of the finished work. · 6. The Contractor shall take sufficient precautions to prevent pollution of streams, lakes and reservoirs with fuels, oils, bitumen, calcium chloride or other harmful 11/29/04 SC-32 PART D -SPECIAL CONDITlONS materials . He shall conduct and schedule his operations so as to avoid or minimize siltation of streams, lakes and reservoirs and to avoid interference with movement of migratory fish . C. MEASUREMENT AND PAYMENT: All work, materials and equipment necessary to provide temporary erosion control shall be considered subsidiary to the contract and no extra pay will be given for this work . D-41 INGRESS AND EGRESS/OBSTRUCTION OF ACCESS TO DRIVES The Contractor shall provide ingress and egress to the property being crossed by this construction and adjacent property when construction is not in progress and at night. Drives shall be left accessible at night, on weekends, and during holidays. The Contractor shall conduct his activities to minimize obstruction of access to drives and property during the progress of construction . Notification shall be made to an owner prior to his driveway being removed and/or rebuilt. D-42 PROTECTION OF TREES, PLANTS AND SOIL All property along and adjacent to the Contractors ' operations including lawns, yards , shrubs, trees, etc., shall be preserved or restored after completion of the work, to a condition equal to or better than existed prior to start of work. Any trees or other landscape features scarred or damaged by the Contractor's operations shall be restored or replaced at the ' Contractor's expense. Trimming or pruning to facilitate the work will be permitted only by experienced workmen in an approved manner (No trimming or pruning without the property owners ' consent). Pruned limbs of 1" diameter or larger shall be thoroughly treated as soon as possible with a tree wound dressing. By ordinance, the Contractor must obtain a permit from the City Forester before any work (trimming, removal, or root pruning) can be done on trees or shrubs growing on public property including street Rights-of-Ways and designated alleys. This permit can be obtained by calling the Forestry Office at 871-5738. All tree work shall be in compliance with pruning standards for Class II Pruning as described by the National Arborist Association . A copy of these standards can be provided by calling the above number. Any damage to public trees due to negligence by the Contractor shall be assessed using the current formula for Shade Tree Evaluation as defined by the International Society of Arboriculture . Payment for negligent damage to public trees shall be made to the City of Fort Worth and may be withheld from funds due the Contractor by the City. To prevent the spread of the Oak Wilt fungus, all wounds on Live Oak and Red Oak trees shall be immediately sealed .using a commercial pruning paint. "' No separate payment will be made for any of the work involved for this item and all costs incurred will be considered a subsidiary cost of the project. D-43 SITE RESTORATION 11 /29/04 SC-33 PART D -SPECIAL CONDITIONS The contractor shall be responsible for restoring the site to original grade and condi tion after completion of his operations subject to approval of the Engineer. The basis for approval by the Engineer will be grade restoration to plus minus one-tenth (0 .1) of a foot. D-44 CITY OF FORT WORTH STANDARD PRODUCT LIST Proposed products submitted in the bid documents must appear in the latest "City of Fort Worth Standard Product List, for the bid to be considered responsive . Products and processes listed in the "City of Fort Worth Standard Product List shall be considered to meet City of Fort Worth minimum technical requirements . D-45 TOPSOIL, SODDING, SEEDING & HYDROMULCHING This item shall be performed in accordance with the City of Fort Worth Parks and Community Services Department Specifications for Topsoil , Sodding and Seeding . 1. TOPSOIL DESCRIPTION: This item will consist of furnishing and placing a minimum of six (6) inches of topsoil, free from rock and foreign material , in all parkways and medians to the lines and grades as established by the Engineer. CONSTRUCTION METHODS: Topsoil will be secured from borrow sources as required to supplement material secured from street excavation. All excava ted materials from streets which is suitable for topsoil will be used in the parkways and medians before any topsoil is obtained from a borrow source . Topsoil material secured from street excavation shall be stockpiled at locations approved by t he Engineer, and at completion of grading and paving operations , topsoil shall be placed on parkway areas so as to provide a minimum six (6) inches of compacted depth of topsoil parkways . 2. SODDING DESCRIPTION: Sodding will consist of furnishing and planting Bermuda, Buffalo or St. Augustine grass in the areas between the curbs and walks, on terraces, in median strips, on embankments or cut slopes, · or in . such areas as designated on t he Drawings and in accordance with the requirements of this Spec ification. Recommended Buffalo grass varieties for sodding are Prairie and 609. MATERIALS : Sod shall consist of live and growing Bermuda , Buffalo or St. Augustine grass secured from sources where the soil is fertile . Sod to be placed during the dormant state of these grasses shall be alive and acceptable. Bermuda and Buffalo grass sod shall have a healthy, virile root system of dense, thickly matted roots throughout a two (2) inch minimum thickness of native soil attached to the roots. St. Augustine grass sod shall have a healthy, virile root system of dense, thickly matted roots throughout a one (1) inch minimum thickness of native soil attached to the roots. The sod shall be free from obnoxious weeds or other grasses and shall not contain any matter deleterious to its growth or which might affect its subsistence or hardiness when transplanted . Sod to be placed between curb and walk and on terraces shall be the same type grass as adjacent grass or existing lawn . 11 /29/04 SC-34 PART D -SPECIAL CONDITIONS Care shall be taken at all times to retain native soil on the roots of the sod during the process of excavating, hauling , and planting. Sod material shall be kept moist from the time it is dug until planted . When so directed by the Engineer, the sod existing at the source shall be watered to the extent required prior to excavating . Sod material shall be planted within three days after it is excavated. CONSTRUCTION METHODS: After the designated areas have been completed to the lines, grades, and cross-sections shown on the Drawings and as provided for in other items of the contract, sodding of the type specified shall be performed in accordance with the requirements hereinafter described. Sodding shall be either "spot" or "block"; either Bermuda, Buffalo or St. Augustine grass. a. Spot Sodding Furrows parallel to the curb line or sidewalk lines, twelve (12) inches on centers or to the dimensions shown on the Drawings, shall be opened on areas to be sodded. In all furrows, sod approximately three (3) inches square shall be placed on twelve (12) inch centers at proper depth so that the top of the sod shall not be more than one-half (1/2) inch below the finished grade. Holes of equivalent depth and spacing may be used instead of furrows. The soil shall be firm around each block and then the entire sodded area shall be carefully rolled with a heavy, hand roller developing fifteen (15) to twenty-five (25) pounds per square inch compression. Hand tamping may be required on terraces. b. Block Sodding. At locations on the Drawings or where directed, sod blocks shall be carefully placed on the prepared areas. The sod shall be so placed that the entire designated area shall be covered, and any voids left in the block sodding shall be filled with additional sod and tamped. The entire sodded area shall be rolled and tamped to form a thoroughly compact solid mass. Surfaces of block sod, which, in the opinion of the Engineer, may slide due to the height or slope of the surface or nature of the soil, shall,. upon direction of the Engineer, be pegged with · wooden pegs driven through the sod block to the firm earth, sufficiently close to hold the block sod firmly in place. When necessary, the sodded areas shall be smoothed after planting has been completed and shaped to conform to the cross-section previously provided and existing at the time sodding operations were begun. Any excess dirt from planting operations shall be spread uniformly over the adjacent areas or disposed of as directed by the Engineer so that '1:he completed surface will present a sightly appearance. The sodded areas shall be thoroughly watered immediately after they are planted and shall be subsequently watered at such times and in a manner and quantity directed by the Engineer until completion and final acceptance of the project by the City of Fort Worth. 3. SEEDING 11/29/04 SC-35 60 40 PART D -SPECIAL CONDITIONS DESCRIPTION: "Seeding" will consist of preparing ground, providing and planting seed or a mixture of seed of the kind specified along and across such areas as may be designated on the Drawings and in accordance with these Specifications. MATERIALS: a. General. All seed used must carry a Texas Testing Seed label showing purity and germination, name, type of seed, and that the seed meets all requirements of the Texas Seed Law . Seed furnished shall be of the previous season's crop and the date of analysis shown on each tag shall be within nine (9) months of time of delivery to the project. Each variety of seed shall be furnished and delivered in separate bags or containers. A sample of each variety of seed shall be furnished for analysis and testing when directed by the Engineer. The specified seed shall equal or exceed the following percentages of Purity and germination: Common Name Purity Germination Common Bermuda Grass 95% 90% Annual Rye Grass 95% 95% Tall Fescue 95% 90% Western Wheatgrass 95% 90% Buffalo Grass Varieties Top Gun 95% 90% Cody 95% 90% Table 120.2.(2)a. URBAN AREA WARM-SEASON SEEDING RATE (lbs.); Pure Live Seed (PLS) Mixture for Clay or Tight Soils Mixture for Sandy Soils Dates (Eastern Sections) (Western Sections) (All Sections) Feb 1 Bermudagrass 40 Buffalograss 80 Bermudagrass to Buffalograss 60 Bermudagrass 20 Buffalograss May 1 Total: 100 Total: 100 Total: 100 . Table, 120.2.(2)b TEMPORARY COOL-S~ASON SEEDING RA TE; (lb.) Pure Live Seed {PLS) c Dates (All Sections) Aug 15 Tall Fescue 50 to Western Wheatgrass 50 May 1 Annual Rye 50 Total: 100 CONSTRUCTION METHODS: After the designated areas have been completed to the lines, grades, and cross-sections shown on the Drawings and as provided for in 11/29/04 SC-36 PART D -SPECIAL CONDITIONS other items of this Contract, seeding of the type specified shall be performed in accordance with the requirements hereinafter described . a. Watering. Seeded areas shall be watered as directed by the Engineer so as to prevent washing of the slopes or dislodgment of the seed . b. Finishing . Where applicable, the shoulders, slopes, and ditches shall be smoothed after seed bed preparation has been completed and shaped to conform to the cross-section previously provided and existing at the time planting . operations were begun. l3ROADCAST SEEDING: The seed or seed mixture in the quantity specified shall be uniformly distributed over the areas shown on the Drawings and where directed. If the sowing of seed is by hand , rather than by mechanical methods , the seed shall be sown in two directions at right angles to each other. Seed and fertilizer shall be distributed at the same time provided the specified uniform rate of application for both is obtained. "Finishing" as specified in Section D-45, Construction Methods, is not applicable since no seed bed preparation is required. DISCED SEEDING: Soil over the area shown on the Drawings as directed to be seeded shall be loosened to a minimum depth of three (3) inches and all particles in the seed bed shall be reduced to less than one ( 1) inch in diameter or they shall be removed. The area shall then be finished to line and grade as specified under "Finishing" in Section D-45 , Construction Methods. The seed, or seed mixture, specified shall then be planted at the rate required and the application shall be made uniformly. If the sowing of seed is by hand rather than by mechanical methods, seed shall be raked or harrowed into the soil to a depth of approximately one-eight (1/8) inch. The planted area shall be rolled with a corrugated roller of the "Cultipacker'' type. All rolling of the slope areas .shall be on .the contour. ASPHALT MULCH SEEDING: The soil over the area shown on the Drawings, or as directed to be seeded, shall be loosened to the minimum depth of three (3) inches and all particles in the seed bed shall be reduced to less than one ( 1) inch in diameter, or they shall be removed. The area shall then be finished to line and grade as specified under "Finishing" in Section D-45, Construction Methods. Water shall then be applied to the cultivated area of the seed bed until a min imum depth of six (6) inches .is thornughly moistened. After the watering, when the ground has become sufficiently dry to be loose and p!lable, the seed, or seed mixture specified, shall then be planted at the rate required and the application shall be made uniformly. If the sowing of seed is by hand , rather than mechanical methods, the seed shall be sown in two directions at right angles to each other. Seed and fertilizer may be distributed at the same time , provided the specified uniform rate of application for both is obtained . After planting, the seed shall be raked or harrowed into the soil to a depth of approximately one-quarter (1/4) inch. The planted surface area and giving a smooth surface without ruts or tracks. In between the time compacting is completed and the asphalt is applied , the planted area shall be watered sufficiently to assure uniform moisture from the surface to a minimum of six (6) inches in depth. 11/29/04 SC-37 PART D -SPECIAL CONDITIONS The application of asphalt shall follow the last watering as rapidly as possib le. Asphalt shall be of the type and grade as shown on the Drawings and shall conform to the requirements of the item 300, "Asphalts, Oils and Emulsions". If the type of asphalt to be used is not shown on the Drawings, or if Drawings are not included, then MS-2 shall be used. Applications of the asphalt shall be at a rate of three-tenths (0.3) gallons per square yard. It shall be applied to the area in such a manner so that a complete film is obtained and the finished surface shall be comparatively smooth. RE-SEEDING OF AREAS PLANTED WITH COOL SEASONS SPECIES : Areas where temporary cool season species have been planted may be replanted beginning February 1 with warm season species as listed in Table 120.2(2)a. The re-seeding will be achieved in the following manner. The cool season species shall be mowed down to a height of one ( 1) inch to insure that slit-seeding equipment will be able to cut through the turf and achieve adequate soil penetration. * Slit-seeding, is achieved through the use of an implement which cuts a furrow (slit) in the soil and places the seed in the slit which is then pressed close with a cult packer wheel. 4. HYDROMULCH SEEDING: If hydro mulch seeding is provided, seed mix shall have 95% purity of Bermuda grass and have a germination rate of 90%. Contractor shall ensure that the grass establishes. 5. CONSTRUCTION WITHIN PARK AREAS TURF RESTORATION OF PARK AREAS: FERTILIZER DESCRIPTION: "Fertilizer" will consist of providing and distributing fertilizer over such areas as are designated on the Drawings and in accordance with these Specifications. MATERIALS: All fertilizer used shall be delivered in bags or containers clearly labeled showing the analysis. The fertilizer is subject to testing by the City of Fort Worth in accordance with the Texas Fertilizer Law. A pelleted or granulated fertilizer shall be used with an analysis of 16-20-0 or 16-5-8 or having the analysis shown on the Drawings. The figures in the analysis represent the percent of nitrogen, phospho ric acid, and potash nutrients respectively as determined by the methods · of the Association of Official Agricultural Chemists. In the event it is necessary to substitute a fertilizer of a different analysis, it shall be a"' pelleted or granulated fertilizer with a lower concentration. Total amount of nutrients furnished and applied per acre shall equal or exceed that specified for each nutrient. CONSTRUCTION METHODS: When an item for fertilizer is included in the Drawings and proposal, pelleted or granulated fertilizer shali be applied uniformly over the area specified to be fertilized and in the manner directed for the particular item of work. Fertilizer shall be dry and in good physical condition. Fertilizer that is powdered to caked will be rejected . Distribution of fertilizer as a particular item of work shall meet the approval of the Engineer. 11/29/04 SC-38 PART D -SPECIAL CONDITIONS Unless otherwise indicated on the Drawings , fertilizer shall be appl ied uniformly at the average rate of three hundred (300) pounds per acre for all types of "Sodding" and four hundred (400) pounds per acre for all types of "Seeding". MEASUREMENT: Topsoil secured from borrow sources will be measured by the square yard in place on the project site . Measurement will be made only on topsoils secured from borrow sources. Acceptable material for "Seeding" will be measured by the linear foot, complete in place . Acceptable material for "Sodding" will be measured by the linear foot , complete in place . Acceptable material for "Fertilizer" shall be subsidiary to the price of sodding or seeding . PAYMENT: All work performed as ordered and measured shall be subsidiary to the contract unless and otherwise noted in the plans and bid documents to be paid for at the unit price bid for each item of work . Its price shall be full compensation for excavating ( except as noted below), loading, hauling , placing and furnishing all labor, equipment, tools, supplies, and incidentals necessary to complete work. All labor, equipment, tools and incidentals necessary to supply, transport, stockpile and place topsoil or salvage topsoil as specified shall be included in "Seeding" or "Sodding " bid items and will not be paid for directly. "Spot sodding" or "block sodding" as the case may be, will be paid for at the contract unit price per square yard , complete in place , as provided in the proposal and contract. The contract unit price shall be the total compensation for furnishing and placing all sod ; for all rolling and tamping; for all watering; for disposal of all surplus materials; and for all materials, labor, equipment, tools and incidentals necessary to complete the work, all in accordance with the Drawings and these Specifications . The work performed and materials furnished and measured as provided under "Measurement" shall be paid for at the unit price for "Seeding", or "Sodding", of the type specified, as the case may be, which price shall each be full compensation for furnishing all materials and for performing all operations necessary to complete the work accepted as follows : Fertilizer material and application will not be measured or paid for directly, but is ""considered subsidiary to Sodding and Seeding. ~ D-46 CONFINED SPACE ENTRY PROGRAM It shall be the responsibility of the contractor to implement and maintain a variable "CONFINED SPACE ENTRY PROGRAM" which must meet OSHA requirements for all its employees and subcontractors at all times during construction. All active sewer manholes, regardless of depth , are defined by OSHA, as "permit required confined spaces". Contractors shall submit an acceptable "CONFINED SPACE ENTRY PROGRAM " for all applicable manholes and ma intain an active file for these manholes . 11 /29/04 SC-39 PART D -SPECIAL CONDITIONS The cost of complying with this program shall be subsidiary to the pay items involving work in confined spaces. 0-47 SUBSTANTIAL COMPLETION INSPECTION/FINAL INSPECTION 7. Prior to the final inspection being conducted for the project, the contractor shall contact the city inspector in writing when the entire project or a designated portion of the project is substantially complete. 8. The inspector along with appropriate City staff and the City 's consultant shall make an inspection of the substantially completed work and prepare and submit to the contractor a list of items needing to be completed or corrected. 9. The contractor shall take immediate steps to rectify the listed deficiencies and notify the owner in writing when all the items have been completed or corrected. 10 . Payment for substantial completion inspection as well as final inspection shall be subsidiary to the project price. Contractor shall still be required to address all other deficiencies , which are discovered at the time of final inspection. 11. Final inspection shall be in conformance with general condition item "C5-5 .18 Final Inspection " of PART C -GENERAL CONDITIONS . 0-48 EXCAVATION NEAR TREES (WHERE IDENTIFIED ON THE PLANS) 1. The Contractor shall be responsible for taking measures to minimize damage to tree limbs, tree trunks , and tree roots at each work site. All such measures shall be considered as incidental work included in the Contract Unit Price bid for · applicable pipe or structure installation except for short tunneling/tree augering. 2. Any and all trees located within the equipment operating area at each work site shall, at the direction of the Engineer, be protected by erecting a "snow fence" along the drip line or edge of the tree root system between tree and the construction area. 3. Contractor shall inspect each work site in advance and arrange to have any tree limbs pruned that might be damaged by equipment operations. The Engineer shall be notified at least 24 hours prior to any tree trimming work. No trimming work will be permitted within private property without written permission of the Owner. 4. Nothing shall be stored over the tree root system within the drip line area of any ,tree. "'" 5. Before excavation (off the roadway) within the drip line area of any tree, the earth shall be sawcut for a minimum depth of 2 feet. 6. At designated locations shown on the drawings, the "short tunnel" method usi ng Class 51 D.I. pipe shall be utilized. 7. Except in areas where clearing is allowed, all trees up to 8" in diameter damaged during construction shall be removed and replaced with the same type a nd diameter tree at the contractor's expense. 11129104 SC-40 PART D -SPECIAL CONDITlONS 8. Contractor shall employ a qualified landscaper for all the work required for tree care to ensure utilization of the best agricultural practices and procedures. 9. Short tunneling shall consist of power augering or hand excavation. The tunnel diameter shall not be larger than 1-1 /2 times the outside pipe diameter. Voids remaining after pipe installation shall be pressure grouted. D-49 CONCRETE ENCASEMENT OF SEWER PIPE Concrete encasement of sewers shall be paid for at the Contract Unit Price per linear foot of concrete encasement as measured in place along the centerline of the pipe for each pipe diameter indicated. The Contract Unit Price shall include all costs associated with installation and reinforcement of the concrete encasement. D-50 CLAY DAM Clay dam construction shall be performed in accordance with the Wastewater Clay Dam Construction, figure in the Drawings in these Specifications, at locations indicated on the Drawings or as directed by the City. Clay dams shall be keyed into undisturbed soil to make an impervious barrier to reduce groundwater percolation through the pipeline trench. Construction material shall consist of compacted bentonite clay or 2:27 concrete. Payment for work such as forming, placing and finishing shall be subsidiary to the price bid for pipe installation. D-51 EXPLORATORY EXCAVATION (D-HOLE) The Contractor shall be responsible for verifying the locations of all existing utilities prior to construction, in accordance with item D-6. At locations identified on the drawings, contractor shall conduct an exploratory excavation (D-Hole), to locate and verify the location and elevation of the existing underground utility where it may be in potential conflict with a proposed facility alignment. The exploratory excavation shall be conducted prior to construction of the entire project only at locations denoted on the plans or as directed by the engineer. Contractor shall submit a report of findings (including surveyed elevations of existing conflicting utilities) to the City prior to the start of construction of the entire project. If the contractor determines an existing utility is in conflict with the proposed facility, the contractor shall contact the engineer immediately for appropriate design modifications. The contractor shall make the necessary repairs at the exploratory excavation (D-Hole) to obtain a safe and proper driving surface to ensure the safety o(the general public and to meet the approval of the City inspector. The contractor shall be liable for any and all damages incl,!.rred due to the exploratory excavation (D-Hole). c- Payment shall not be made for verification of existing utilities per item D-6. Payment for exploratory excavation (D-Hole), at locations identified on the plans or as directed by the Engineer, shall include full compensation for all materials, excavation, surface restoration, field surveys, and all incidentals necessary to complete the work, shall be the unit price bid. No payment shall be made for exploratory excavation(s) conducted after construction has begun. D-52 INSTALLATION OF WATER FACILITIES 52.1 Polyvinyl Chloride (PVC) Water Pipe 11129104 SC-41 11/29/04 PART D -SPECIAL CONDITIONS POLYVINYL Chloride Plastic Water Pipe and fittings on this Project shall be in accordance with . the material standard contained in the General Contract Documents. Payment for work such as backfill, bedding, blocking, detectable tapes and all other associated appurtenant required, shall be included in the linear foot price bid of the appropriate BID ITEM(S) . . 52.2 Blocking Concrete blocking on this Project will necessarily be required as shown on the Plans and shall be installed in accordance with the General Contract Documents. All valves shall have concrete blocking provided for supporting. No separate payment will be made for any of the work involved for the item and all costs incurred will be considered to be included in the linear foot bid price of the pipe or the bid price of the valve. 52.3 Type of Casing Pipe 1. WATER: The casing pipe for open cut and bored or tunneled section shall be AWWA C- 200 Fabricated Electrically Welded Steel Water Pipe, and shall conform to the provisions of E1-15, E1-5 and E1-9 in Material Specifications of General Contract Documents and Specifications for Water Department Projects. The steel casing pipe shall be supplied as follows: For the inside and outside of casing pipe, coal-tar protective coating in accordance with the requirements of Sec. 2.2 and related sections in AWWA C- 203. Touch-up after field welds shall provide coating equal to those specified above. C. Minimum · thickness for casing pipe used shall be 0.375 inch. Stainless Ste~I Casing Spacers ( centering style) such as manufactured by Cascade Waterworks Manufacturing Company or an approved equal shall be used on all non-concrete pipes when installed in casing. · installation shall be as recommended by the Manufacturer. 2. SEWER: Boring used on this project shall be in accordance with the material standard E1- 15 and Construction standard E2-15 as per Fig. 110 of the General Contract Documents. · · 3. PAYMENT: Payme,nt for all materials, labor, equipment, excavation, concrete grout, backfill, and incidental work shall be included in the unit price bid per foot. 52.4 Tie-Ins The Contractor shall be responsible for making tie-ins to the existing water mains. It shall be the responsibility of the Contractor to verify the exact location and elevation of the existing line tie-ins . And any differences in locations and elevation of existing line tie-ins between the contract drawings and what may be encountered in the field shall be considered as incidental to construction . The SC-42 11/29/04 PART D -SPECIAL CONDITIONS cost of making tie-ins to existing water or sanitary sewer mains shall be included in the linear foot bid price of the pipe . 52.5 Connection of Existing Mains The Contractor shall determine the exact location, elevation, configuration and angulation of existing water or sanitary sewer lines prior to manufacturing of the connecting piece. Any differences in locations, elevation, configuration , and or angulation of existing lines between the contract drawings and what may be encountered in the said work shall be considered as incidental to construction . Where it is required to shut down existing mains in order to make proposed connections, such down time shall be coordinated with the Engineer, and all efforts shall be made to keep this down time to a minimum. In case of shutting down an existing main , the Contractor shall notify the Manager, Construction Services, Phone 871-7813 , at least 48-hours prior to the required shut down time. The Contractor's attention is directed to Paragraph C5-5.15 INTERRUPTION OF SERVICE, Page C5-5(5), PART C -GENERAL CONDITIONS OF THE WATER DEPARTMENT GENERAL CONTRACT DOCUMENTS AND GENERAL SPECIFICATIONS. The Contractor shall notify the customer both personally and in writing as to the location, time, and schedule of the service interruption . The cost of removing any existing concrete blocking shall be included in the cost of connection. Unless bid separately all cost incurred shall be included in the linear foot price bid for the appropriate pipe size. 52.6 Valve Cut-Ins It may be necessary to cut-in gate valves to isolate the water main from which the extension and/or replacement is to be connected . This may require closing valves in other lines and putting consumers out of service for that period of time necessary to cut in the new valve; the work must be expedited to the utmost and all such cut-ins must be coordinateo with the engineer in charge of inspection. All consumers shall be individually advised prior -to the shut out and advised of the approximate length of time they may be without service. Payment for work such as backfill, bedding, fittings, blocking and all other associated appurtenants required, shall be included in the price of the appropriate bid items. 52. 7 Water Services The relocation, replacement, or reconnection of water services will be required as shown on the plans, and/or as described in these Special Contract Documents in apdition to those located in the field and identified by the Engineer. All service's shall be constructed by the contractor utilizing approved factory manufactured tap saddles (when required) and corporation stops, type K copper water tubing, curb stops with lock wings, meter boxes, and if required approved manufactured service branches. All materials used shall be as specified in the Material Standards (E1-17 & E1-18) contained in the General Contract Documents. All water services to be replaced shall be installed at a minimum depth of 36 inches below final grade. SC-43 PART D -SPECIAL CONDITIONS All existing 3/4-inch water service lines which are to be replaced shall be replaced with 1-inch Type K copper, 1-inch diameter tap saddle when required, and 1-inch corporation from the main line to the meter box. All services which are to be replaced or relocated shall be installed with t he service main tap and service line being in line with the service meter unless otherwise directed by the Engineer. A minimum of 24 hours advance notice shall be given when service interruption will be required as specified in Section C5-5 .15 INTERRUPTION OF SERVICE. All water service meters shall be removed, tagged, and collected by the contractor for pickup by the Water Department for reconditioning or replacement. After installation of the water service in the proposed location and receipt of a meter from the project inspector the contractor shall install the meter. The me ter box shall be reset as necessary to be flush with existing ground or as otherwise directed by the Engineer. All such work on the outlet side of the service meter shall be performed by a licensed plumber . 1. WATER SERVICE REPLACEMENTS : Water service replacement or relocation is required when the existing service is lead or is too shallow to avoid breakage during street reconstruction. The contractor shall replace the existing service line with Type K copper from the main to the meter, curb stop with lock wings, and corporation stop . Payment for all work and materials such as backfill , fittings, type K copper tubi ng, curb stop with lock wings, service line adjustment, and any relocation of up to 12- inches from center line existing meter location to center line proposed meter location shall be included in the Linear Foot price bid for Copper Service Line from Main to five (5) feet behind Meter. Any vertical adjustment of customer service line within the 5 foot area shall be subsidiary to the service installation . Payment for all work and materials su~h as tap saddle (if required), corporation stops, and fittings shall be included in the price bid for Service Taps to Main. 1. WATER SERVICE RECONNECTION: Water service reconnection is requi red when the existing service is copper and at adequate depth to avoid breakage during street reconstruction. The contractor shall adjust the existing water serv ice line as required for reconnection and furnish a new tap with corporation stop. The contractor will be paid for one (1) Service Tap to Main for each service ~ reconnected plus for any copper service line used irrexcess of five (5) feet from Main to five (5) feet behind the Meter. 2. WATER SERVICE METER AND METER BOX RELOCATIONS: When the replacement and relocation of a water service and meter box is required and the location of the meter and meter box is movec:,I more than twelve (12) inches, as measured from the center line of the existing meter to location to the center line of the proposed meter location, separate payment will be allowed for the relocat ion of service meter and meter box . Centerline is defined by a line extended from the service tap through the meter. Only relocations made perpendicular to t his 11/29/04 SC-44 PART D -SPECIAL CONDITlONS centerline will be paid for separately. Relocations made along the centerline will be paid of in feet of copper service line. When relocation of service meter and meter box is required, payment for all work and materials such as backfill, fittings , five (5) feet of type K copper service and all materials, labor, and equipment used by and for th~ licensed plumber shall be included in the price bid for the service meter relocation. All other costs will be included in other appropriate bid item(s). This item will also be used to pay for all service meter and meter box relocations as required by the Engineer when the service line is not being replaced. Adjustment of only the meter box and customer service line within 5 feet distance behind the meter will not justify separate payment at any time. Locations with multiple service branches will be paid for as one service meter and meter box relocation. 4. NEW SERVICE: When new services are required the contractor shall install tap saddle (when required), corporation stop, type K copper service line , curb stop with lock wings, and meter box. Reinforced plastic meter boxes with cast iron lid shall be provided for all 2 inch water meters or smaller. The reinforced plastic water meter boxes shall comply with section E1-18A -Reinforced Plastic Water Meter Boxes. Payment for all work and materials such as backfill , fittings, type K copper tubing, and curb stop with lock wings shall be included in the Linear Foot price bid for Service Line from Main to Meter five (5) feet behind the meter. Payment for all work and materials such as tap saddle, corporation stops, and fittings shall be included in the price bid for Service Taps to Mains. Payment for all work and materials such as furnishing and setting new meter box shall be included in the price bid for furnish and set meter box . 1. MULTIPLE SERVICE BRANCHES : When multiple service branches are required the contractor shall furnish approved factory manufactured branches . Payment for multiple service branches will include furnishing and installing the multiple service branch only and all other cost will be included in other appropriate bid item( s ). 2. MULTIPLE STREET SERVICE LINES TO SINGLE SERVICE METER: Any multiple service lines with taps servicing a single service meter encountered during construction spall be replaced with one service line that is applicab!e for the size of the existing service meter and approved by the Engineer. Payment shall be made at the unit bid price in the appropriate bid item(s). 52.8 2-lnch Temporary Service Line A. The 2-inch temporary service main and 3/4-inch service lines shall be installed to provide temporary water service to all buildings that will necessarily be required to have severed water service during said work. The contractor shall be responsible for coordinating the schedule of the temporary service connections and permanent service reconnections with the building owners and the Engineer in 11/29/04 SC-45 PART D -SPECIAL CONDITIONS order that the work be performed in an expeditious manner. Severed water service must be reconnected within 2 hours of discontinuance of service. A 2-inch tapping saddle and 2-inch corporation stop or 2-inch gate valve with an appropriate fire hydrant adapter fitting shall be required at the temporary service point of connection to the City water supply . The 2-inch temporary service main and 3/4-inch service lines shall be installed in accordance to the attached figures 1, 2 and 3. 2" temporary service line shall be cleaned and sterilized by using chlorine gas or chlorinated lime (HTH) prior to installation . The out-of-service meters shall be removed, tagged and collected by the Contractor for delivery to the Water Department Meter Shop for reconditioning or replacement. Upon restoring permanent service , the Contractor shall re-install the meters at the correct location. The meter box shall be reset as necessary to be flush with the existing ground or as otherwise directed by tbe Engineer. The temporary service layout shall have a minimum available flow rate of 5 GPM at a dynamic pressure of 35 PSI per service tap. This criteria shall be used by the Contractor to determine the length of temporary service allowed , number of service taps and number of feed points . When the temporary service is required for more than one location the 2-inch temporary service pipes, 3/4-inch . service lines and the 2-inch meter shall be moved to the next successive project location. Payment for work such as fittings, 3/4-inch service lines , asphalt, barricades, all service connections, removal of temporary services and all other associated appurtenants required , shall be included in the appropriate bid item . B. In order to accurately measure the amount of water used during construction , the Contractor will install a fire hydrant meter for all temporary service lines. Water used during construction for flushing new mains that cannot be metered from a hydrant will be estimated as accurately as possible . At the pre-construct ion conference the contractor will advise the inspector of the number of meters that will be needed along with the locations where they will be used. The inspector will deliver the hydrant meters to the locations . After installation , the contractor will take full responsibility for the meters until such time as the contractor returns those meters to the inspector. Any damage to the meters will be the sole responsibility of the contractor. The Water Department Meter Shop will evaluate the condition of the meters upon return and if repairs are needed the contractor will receive an invoice for those repairs. The issued meter is for this spec ific pmject and location only. Any water that the contractGr may need for personal use will require a separate hydrant meter obtained by the Contractor, at its cost, from the Water Department. 11129/04 52.9 Purging and Sterilization of Water Lines Before being placed into service all newly constructed water lines shall be purged and sterilized in accordance with E2-24 of the General Contract Documents and Specifications except as modified herein . The City will provide all water for INITIAL cleaning and sterilization of water lines. All materials for construction of the project , including appropriately sized "pipe cleaning pigs", chlorine gas or chlorinated lime (HTH) shall be furnished by the Contractor. Chlorinated lime SC-46 11129/04 PART D -SPECIAL CONDITIONS (HTH) shall be used in sufficient quantities to provide a chlorine residual of fifty (50) PPM . The residual of free chlorine shall be measured after 24 hours and shall not be less than 10 parts per million of free chlorine . Chlorinated water shall be disposed of in the sanitary sewer system . Should a sanitary sewer not be available , chlorinated water shall be "de-chlorinated " prior to disposal. The line may not be placed in service until two successive sets of samples, taken 24 hou rs apart , have met the established standards of purity. Purging and sterilization of the water lines shall be considered as incidental to the project and all costs incurred will be considered to be included in the linear foot bid price of the pipe . 52.10 Work Near Pressure Plane Boundaries Contractor shall take note that the water line to be replaced under this contract may cross or may be in close proximity to an existing pressure plane boundary. Care shall be taken to ensure all "pressure plane" valves installed are installed closed and no cross connections are made between pressure planes 52.11 Water Sample Station GENERAL: All water sampling station installations will be per attached Figure 34 or as required in large water meter vaults as per Figure 33 unless otherwise directed by the Engineer. The appropriate water sampling station will be furnished to the Contractor free of charge ; however, the Contractor will be required to pick up this item at the Field Operations Warehouse . PAYMENT FOR FIGURE 34 INSTALLATIONS: Payment for all work and materials necessary for the installation of the 3/4-inch type K copper service line will be shall be included in the price bid for copper Service Line from Main to Meter. Payment for all work and materials necessary for the installation tap saddle (if required), corporation stops, and fittings shall be included in the price bid for Service Taps to Main. Payment for all work and materials necessary for the installation of the sampling station, concrete support block, curb stop, fittings , and an incidental 5-feet of type K copper service line which are required to provide a complete and functional water sampling station shall be included in the price bid for Water Sample · Stations. "" ~ PAYMENT FOR FIGURE 33 INSTALLATIONS : Payment for all work and materials necessary for the installation tap saddle, gate valve, and fittings shall be included in the price bid for Service Taps to Main . Payment for all work and materials necessary for the installation of the sampling station , modification to the vault, fittings, and all type K copper service line which are required to provide a complete and functional water sampling station shall be included in the price bid for Water Sample Stations . SC-47 PART D -SPECIAL CONDITIONS 52.12 Ductile Iron and Gray Iron Fittings Reference Part E2 Construction Specifications, Section E2-7 Installing Cast Iron Pipe, fittings, and Specials, Sub section E2-7 .11 Cast Iron Fittings: E2-7.11 DUCTILE-IRON AND GRAY-IRON FITTINGS: All ductile-iron and gray- iron fittings shall be furnished with cement mortar lining as stated in Section E1-7. The price bid per ton of fittings shall be payment in full for all fittings, joint accessories, polyethylene wrapping, horizontal concrete blocking, vertical tie- down concrete blocking, and concrete cradle necessary for construction as designed. All ductile-iron and gray-iron fittings, valves and specials shall be wrapped with polyethylene wrapping conforming to Material Specification E1-13 and Construction Specification E2-13 . Wrapping shall precede horizontal concrete blocking, vertical tie-down concrete blocking, and concrete cradle. Payment for the polyethylene wrapping, horizontal concrete blocking, vertical tie-down concrete blocking, and concrete cradle shall be included in bid items for vales and fittings and no other payments will be allowed. D· 53 SPRINKLING FOR DUST CONTROL All applicable provisions of Standard Specifications Item 200, "Sprinkling for Dust Control" shall apply. However, no direct payment will be made for this item and it shall be considered to this contract. D· 54 DEWATERING The Contractor shall be responsible for determining the method of dewatering operation for the water or sewage flows from the existing mains and ground water. The Contractor shall be responsible for damage of any nature resulting from the dewatering operations. The DISCHARGE from any dewatering operation shall be conducted as approved by the Engineer. Ground water shall not be discharged into sanitary sewers. Dewatering shall be considered as incidental to a construction and all costs incurred will be considered to be included in the project price. D-55 TRENCH EXCAVATION ON DEEP TRENCHES Contractor to prevent any water flowing into open trench during construction . Contractor shall not leave exc~vated trench open overnight. Contractor shall fill apy trench the same day of excavation. No extra payment shall be allowed for this special condition. D-56 TREE PRUNING A. REFERENCES: National Arborist Association's "Pruning Standards for Shade Trees". B. ROOT PRUNING EQUIPMENT 1. Vibratory Knife 11/29/04 SC-48 PART D -SPECIAL CONDIT IONS 2. Vermeer V-1550RC Root Pruner C. NATURAL RESOURCES PROTECTION FENCE 3. Steel "T" = Bar stakes , 6 feet long. 4. Smooth Horse-Wire : 14-1/2 gauge (medium gauge) or 12 gauge (heavy gauge). 5. Surveyor's Plastic Flagging : "Tundra " weight, International fluorescent orange or red color. 6. Combination Fence: Commercially manufactured combination soil separator fabric on wire mesh backing as shown on the Drawings . D. ROOT PRUNING 7. Survey and stake location of root pruning trenches as shown on drawings. 8. Using the approved specified equipment, make a cut a minimum of 36 inches deep in order to minimize damage to the undisturbed root zone . 9. Backfill and compact the trench immediately after trenching. 10. Place a 3-foot wide by 4-inch deep cover of mulch over the trench as required by the Engineer. 11. Within 24 hours, prune flush with groun·d and backfill any exposed roots due to construction activity. Cover with wood chips of mulch in order to equalize soil temperature and minimize water loss due to evaporation. 12. Limit any grading work within conservation areas to 3-inch maximum cut or fill, with no roots over 1-inch diameter being cut unless cut by hand or cut by specified methods, equipment and protection . E. MULCHING: Apply 2-inches to 4-inches of wood chips from trimming or clearing operation on areas designated by the Engineer. F. Tree Pruning shall be considered subsidiary to the project contract price. D-57 TREE REMOVAL • I Trees to be removed . shall be removed usipg applicable methods, including stump and root ball removal , loading, hauling and dumping. Extra caution shall be taken to not disrupt existing utilities both overhead and buried. The Contractor shall immediately r~pair or replace any damage to utilities .and private property including, but not limited to, water and sewer services, pavement, fences, walls, sprinkler system piping, etc., at no cost to the Owner. All costs for tree removal, including temporary service costs, shall be considered subsidiary to the project contract price and no additional payment will be allowed . D-58 TEST HOLES 11/29/04 SC-49 PART D -SPECIAL CONDITIONS The matter of subsurface exploration to ascertain the nature of the soils, including the amount of rock, if any , through which this pipeline installation is to be made is the responsibility of any and all prospective bidders, and any bidder on this project shall submit his bid under this condition. Whether prospective bidders perform this subsurface exploration jointly or independently, and whether they make such determination by the use of test holes or other means, shall be left to the discretion of such prospective bidders. If test borings have been made and are provided for bidder's information , at the locations shown on the logs of borings in the appendix of this specification , it is expressly declared that neither the City nor the Engineer guarantees the accuracy for the information or that the material encountered in excavations is the same, either in character, location, or elevation, as shown on the boring logs . It shall be the responsibility of the bidder to make such subsurface investigations, as he deems necessary to determine the nature of the material to be excavated. The Contractor assumes all responsibility for interpretation of these records and for making and maintaining the required excavation and of doing other work affected by the geology of the site . The cost of all rock removal and other associated appurtenances , if required, shall be included in the linear foot bid price of the pipe. D-59 PUBLIC NOTIFICATION PRIOR TO BEGINNING CONSTRUCTION AND NOTIFICATION OF TEMPORARY WATER SERVICE INTERRUPTION DURING CONSTRUCTION Prior to beginning construction on any block in the project, the contractor shall, on a block by block basis, prepare and deliver a notice or flyer of the pending construction to the front door of each residence or business that will be impacted by construction. The not ice shall be prepared as follows: The notification notice or flyer shall be posted seven (7) days prior to beginning any construction activity on each block in the project area. The flyer shall be prepared on the Contractor's letterhead and shall include the following information: Name of Project, DOE No ., Scope of Project (i.e. type of construction activity), actual construction duration within the block, the name of the contractor's foreman and his phone number, the name of the City's inspector and his phone number and the City's after-hours phone number. A sample of the 'pre-construction notification' flyer is attached. The contractor shall submit a schedule showing the construction start and finish time for each block of the project to the inspector. In addition, a copy of the flyer shall be delivered to the City Inspector for his review prior to being distributed . The contractor will not be allowed to begj n construction on any block until the flyer is del ivwed to all residents of the block. In the event it becomes necessary to temporarily shut down water service to ·residents or businesses during construction, the contractor shall prepare and deliver a· notice or flyer of the pending interruption to the front door of each affected resident. The notice shall be prepared as follows : The notification or flyer shall be posted twenty-four (24) prior _ to the temporary interruption. The flyer shall be prepared on the contractor's letterhead and shall incl ude the following information: Name of the project , DOE number, the date of the interruption 11/29/04 SC-50 PART D -SPECIAL CONDITIONS of service, the period the interruption will take place, the name of the contractor's foreman and his phone number and the name of the City's inspector and his . phone number. A sample of the temporary water service interruption notification is attached . A copy of the temporary interruption notification shall be delivered to the inspector for his review prior to being distributed. The contractor shall not be permitted to proceed with interruption of water service until the flyer has been delivered to all affected residents and businesses. Electronic versions of the sample flyers can be obtained from the Construction office at (817) 871-8306. All work involved with the notification flyers shall be considered subsidiary to the contract price and no additional compensation shall be made. D-60 TRAFFIC BUTTONS The removal and replacement of traffic buttons is the responsibility of the contractor and shall be considered a subsidiary item. In the event that the contractor prefers for the Signals, Signs and Markings Division (SSMD) of the Transportation/Public Works Department to install the markings, the contractor shall contact SSMD at (817) 871-8770 and shall reimburse SSMD for all costs incurred, both labor and material. No additional compensation shall be made to the contractor for this reimbursement. D-61 SANITARY SEWER SERVICE CLEANOUTS Whenever a sanitary sewer service line is installed or replaced, the Contractor shall install a two-way service cleanout as shown in the attached detail. Cleanouts are to be installed out of high traffic areas such as driveways, streets , sidewalks, etc . whenever possible. When it is not possible, the cleanout stack and cap shall be cast iron. Payment for all work and materials necessary for the installation of the two-way service cleanout which are required to provide a complete and functional sanitary sewer cleanout shall be included in the price bid for Sanitary Sewer Service Cleanouts. D-62 TEMPORARY PAVEMENT REPAIR The Contractor shall provide a temporary pavement repair immediately after trench backfill and compaction using a minimum of 2-inches of hot mix asphalt over a minimum of 6-inches of compacted flex base. The existing asphalt shall be saw cut to provide a uniform edge and .the entire width and length of t he temporary repair shall be rolled with a steel asphalt roller to provide smooth rideability on the street as well as provide a smooth transition between the existing pavement and the temporary repair. Cost of saw cutting shall be subsidiary to the temporary pavement repair pay item. The contractor shall be responsible for maintaining the temporary pavement until the paving contractor has mobilized. The paving contractor shall assume maintenance responsibility upon such mobilization. No additional compensation shall be made for maintaining the temporary pavement. D-63 CONSTRUCTION STAKES 11/29/04 SC-51 PART D -SPECIAL CONDITIONS The City, through its Surveyor or agent, will provide to the Contractor construction stakes or other customary method of markings as may be found consistent with professional practice , establishing line and grades for roadway and utility construction , and centerlines and benchmarks for bridgework. These stakes shall be set sufficiently in advance to avoid delay whenever practical. One set of stakes shall be set for all utility construction (water, sanitary sewer, drainage etc.), and one set of excavation/or stabilization stakes, and one set of stakes for curb and gutter/or paving . It shall be the sole responsibility of the Contractor to preserve, maintain , transfer, etc., all stakes furnished until completion of the construction phase of the project for which they were furnished . If the City or its agent determines that a sufficient number of stakes or markings provided by the City, have been lost, destroyed, .or disturbed, to prevent the proper prosecution and control of the work contracted for in the Contract Documents, it shall be the Contractor's responsibility, at the Contractor's sole expense, to have such stakes replaced by an individual registered by the Texas Board of Professional Land Surveyor as a Registered Land Surveyor. No claims for delay due to lack of replacement of construction stakes will be accepted , and time will continue to be charged in accordance with the Contract Documents. D-64 EASEMENTS AND PERMITS The performance of this contract requires certain temporary construction, right-of-entry agreements, and/or permits to perform work on private property. The City has attempted to obtain the temporary construction and/or right-of-entry agreements for properties where construction activity is necessary on City owned facilities, such as sewer lines or manholes. For locations where the City was unable to obtain the easement or right-of-entry, it shall be the Contractor's responsibility to obtain the agreement prior to beginning work on subject property. This shall be subsidiary to the contract. The agreements , which the City has obtained, are available to the Contractor for review by contacting the plans desk at the Department of Engineering, City of Fort Worth. Also, it shall be the responsibility of the Contractor to obtain written permission from property owners to perform such work as cleanout repair and sewer service replacement on private property. Contractor shall adhere to all requirements of Paragraph C6-6 .10 of the General Contract Documents. The Contractor's attention is directed to the agreement terms along with any special conditions that may have been imposed on these agreements, by the property owners. The easements and/or private property shall be cleaned up after use and restored to its original condition or better. In event additional work room is required by the Contractor, it shall be the Contractor's responsibility to obtain written permission from the property owners involved for the use of addiijonal property required . No additional payment will be allowed for this item. The City has obtained the necessary documentation for railroad and/or highway permits required for construction of this project. The Contractor shall be responsible for thoroughly reviewing , understanding and complying with all provisions of such permits, including obtaining the requisite insurance, and shall pay any and all costs associated with or required by the permit(s). It is the Contractor's responsibility to provide the · required flagmen and/or provide payment to the appropriate railroad/agency for all flagmen during construction in railroad/agency right-of-way. For railroad permits , any and all railroad insurance costs and any other incidental costs necessary to meet the 11/29/04 SC-52 - PART D -SPECIAL CONDITIONS conditions associated with permit(s) compliance, including payment for flagmen , shall be subsidiary to the bid item price for boring under the railroad. No additional payment will be allowed for this item. D-65 PRE-CONSTRUCTION NEIGHBORHOOD MEETING After the pre-construction conference has been held but before construction is allowed to begin on this project a public meeting will be held at a location to be determined by the Engineer. The contractor, inspector, and project manager shall meet with all affected residents and present the projected schedule, including construction start date, and answer any construction related questions. Every effort will be made to schedule the neighborhood meeting within the two weeks following the pre-construction conference but in no case will construction be allowed to begin until this meeting is held. D-66 WAGE RA TES Compliance with and Enforcement of Prevailing Wage Laws Duty to pay Prevailing Wage Rates. The contractor shall comply with all requirements of Chapter 2258, Texas Government Code (Chapter 2258), including the payment of not less than the rates determined by the City Council of the City of Fort Worth to be the prevailing wage rates in accordance with Chapter 2258. Such prevailing wage rates are included in these contract documents. Penalty for Violation. A contractor or any subcontractor who does not pay the prevailing wage shall, upon demand made by the City, pay to the City $60 for each worker employed for each calendar day or part of the day that the worker is paid less than the prevailing wage rates stipulated in these contract documents. This penalty shall be retained by the City to offset its administrative costs, pursuant to Texas Government Code 2258.023. Complaints of Violations and City Determination of Good Cause. On-receipt of information, including a complaint by a worker, concerning an alleged violation of 2258.023, Texas Government Code, by a contractor or subcontractor, the City shall make an initial determination, before the 31st day after the date the City receives the information, as to whether good cause exists to believe that the violation occurred. The City shall notify in writing the contractor or subcontractor and any affected worker of its initial determination. Upon the City's determination that there is good cause to believe the contractor or subcontractor has violated Chapter 2258, the City shall retain the full amounts claimed by the claimant or claimants as the difference between wages paid and wages due under the prevailing wage rates , such amounts being subtracted from successive progress payments pending a final determination of the violation. Arbitration Required if Violation Not Resolved . "' An issue relating to an alleged violation of Section 2258 .023, Texas Government Code, including a penalty owed to the City or an affected worker, shall be submitted to binding arbitration in accordance with the Texas General Arbitration Act (Article 224 et seq ., Revised Statutes) if the contractor or subcontractor and any affected worker do not resolve the issue by agreement before the ''15th day after the date the City makes its initial determination pursuant to paragraph (c) above. If the persons required to arbitrate under this section do not agree on an arbitrator before the 11th day after the date that arbitration is required, a district court shall appoint an arbitrator on the petition of any of the persons. The City is not a party in the arbitration. The decision and award of the 11/29/04 SC-53 PART D -SPECIAL CONDITIONS arbitrator is final and binding on all parties and may be enforced in any court of competent jurisdiction . Records to be Maintained . The contractor and each subcontractor shall, for a period of three (3) years following the date of acceptance of the work, maintain records that show (i) the name and occupation of each worker employed by the contractor in the construction of the work provided for in this contract; and (ii) the actual per diem wages paid to each worker. The records shall be open at all reasonable hours for inspection by the City. The provisions of the Audit section of these contract documents shall pertain to this inspection. Pay Estimates . With each partial payment estimate or payroll period , whichever is less , the contractor shall submit an affidavit stating that the contractor has complied with the requirements of Chapter 2258, Texas Government Code . Posting of Wage Rates. The contractor shall post the prevailing wage rates in a conspicuous place at the site of the project at all times. · Subcontractor Compliance. The contractor shall include in its subcontracts and/or shall otherwise require all of its subcontractors to comply with paragraphs (a) through (g) above . (The wage rate schedule is attached at the end of this section.) (Attached) D-67 REMOVAL AND DISPOSAL OF ASBESTOS CEMENT PIPE A. It is the intent of the City of Fort Worth to comply with the requirements of t he Asbestos National Emissions Standards for Hazardous Air Pollutants (NESHAP) found at_ 40 CFR Part 61, Subpart M. This specification will establish procedures to be used by all Excavators in the removal and disposal of ~sbestos cement pipe (ACP) in compliance with NESHAP. Nothing in this specification shall be construed to void any provision of a contract or other law, ordinance, regulation or policy whose requirements are more stringent. B. ACP is defined under NESHAP as a Category _II, non-friable material in its intact state but which may become friable upon rel'!loval, demolition and/or disposal. Consequently, if the removal/ disposal process renders · the ACP friable, it is regulated · under the disposal J equirements of 40 CFR 61.150. A NESHAP notification must be filed with the Texas Department of Health. The notification must be filed at leas_t ten days prior to removal of the material. If it remains in its non -friable state, as defined by the NESHAP, it can be disposed as a conventional construction waste. The Er:ivironmental Protection Agency (EPA) defines friable as material, when dry,-which may be crumbled , pulverized or reduced to powder by hand pressures. C. The Generator of the hazardous material is responsible for the identification and proper handling, transportation , and disposal of the material. Therefore, it is the 11129104 SC-54 PART D -SPECIAL CONDITIONS policy of the City of Fort Worth that the Excavator is the Generator regardless of whether the pipe is friable or not. D. It is the intent of the City of Fort Worth that all ACP shall be removed in such careful and prudent manner that it remains intact and does not become friable. The Excavator is responsible to employ those means, methods, techniques and sequences to ensure this result. E. Compliance with all aspects of worker safety and health regulations including but not limited to the OSHA Asbestos Standard is the responsibility of the Excavator. The City of Fort Worth assumes no responsibility for compliance programs, which are the responsibility of the Excavator. (Copy of forms attached) F. The removal and disposal of ACP shall be subsidiary to the cost of installing the new pipe unless otherwise stated or indicated on the project plans or contract · documents. D-68 STORM WATER POLLUTION PREVENTION (FOR DISTURBED AREAS GREATER THAN 1 ACRE) PERMIT: As defined by Texas Commission on Environmental Quality (TCEQ) regulations, a Texas Pollutant Discharge Elimination System (TPDES) General Construction Permit is required for all construction activities that result in the disturbance of one to five acres (Small Construction Activity) or five or more acres of total land (Large Construction Activity). The contractor is defined as an "operator" by state regulations and is required to obtain a permit. Information concerning the permit can be obtained through the Internet at http://www.tnrcc.state.tx.us/permitting/water perm/wwperm/construct.html. Soil stabilization and structural practices have been selected and designed in accordance with North Central Texas Council of Governments Best Management Practices and Erosion Control Manual for Construction Activities (BMP Manual). This manual can be obtained through the Internet at www.dfwstormwater.com/runoff.html. Not all of the structural controls discussed in the BMP Manual will necessarily apply to this project. Best Management Practices are construction management techniques that, if properly utilized, can min imize the need for physical controls and possible reduce costs . The methods of control shall result in minimum sediment retention of not less than 70%. NOTICE OF INTENT (NOi): If the project will result in a total land disturbance equal to or greater than 5 acres, the contractor shall sign at the pre-construction meeting a TCEQ Notice of Intent (NOi) form prepared by the engineer. It serves as a notification to the TCEQ of~onstruction activity as well as a commitment that the Gontractor understands the requirements of the permit for storm water discharges from construction activities and that measures will be taken to implement and maintain storm water pollution prevention at the site . The NOi shall be submitted to the TCEQ at least 48 hours prior to the contractor moving on site and shall include the required $100 application fee . The NOi shall be mailed to: 11/29/04 Texas Commission on Environmental Quality Storm Water & General Permits Team; MC-228 P.O. Box 13087 Austin, TX 78711 ..:3087 SC-55 PART D -SPECIAL CONDITIONS A copy of the NOi shall be sent to : City of Fort Worth Department of Environmental Management 5000 MLK Freeway Fort Worth, TX 76119 NOTICE OF TERMINATION (NOT): For all sites that qualify as Large Construction Activity, the contractor shall sign, prior to final payment, a TCEQ Notice of Termination (NOT) form prepared by the engineer. It serves as a notice that the site is no longer subject to the requirement of the permit. The NOT should be mailed to: Texas Commission on Environmental Quality Storm Water & General Permits Team; MC-228 P.O . Box 13087 Austin, TX 78711-3087 STORM WATER POLLUTION PREVENTION PLAN (SWPPP): A document consisting of an erosion control and toxic waste management plan and a narrative defining site parameters and techniques to be employed to reduce the release of sediment and pollution from the construction site. Five of the project SWPPP's are available for viewing at the plans desk of the Department of Engineering. The selected Contractor shall be provided with three copies of the SWPPP after award of contract, along with unbounded copies of all forms to be submitted to the Texas Commission on Environmental Quality. LARGE CONSTRUCTION ACTIVITY -DISTURBED AREA EQUAL TO OR GREATER THAN 5 ACRES: A Notice of Intent (NOi) form shall be completed and submitted to the TCEQ including payment of the TCEQ required fee. A SWPPP that meets all TCEQ requirements prepared by the Engineer shall be prepared and implemented at least 48 hours before the commencement of construction activities. The SWPPP shall be incorporated into in the contract documents . The contractor shall submit a schedule for implementation of the SWPPP. Deviations from the plan must be submitted to the engineer for approval. The SWPPP is not warranted to meet all the conditions of the permit since the actual construction activities may vary from those anticipated during the preparation of the SWPPP. Modifications may be required to fully conform to the requirements of the Permit. The contractor must keep a copy of the most current SWPPP at the construction site. Any alterations to the SWPPP proposed by the contractor must be prepared and submitted by the contractor to the engineer for review and approval. A Notice ·of Termination (NOT) form shall be submitted within 30 days after final stabilization has been achieved on all portions of trra site that is the responsibility of the permittee, or, when another permitted operator assumes control over all areas of the site that have not been finally stabilized. SMALL CONSTRUCTION ACTIVITY-DISTURBED AREA EQUAL TO OR GREATER THAN ONE ACRE BUT LESS THAN FIVE ACRES: Submission of a NOi form is not required. However, a TCEQ Site Notice form must be completed and posted at the site. A copy of the completed Site Notice must be sent to the City of Fort Worth Department of Environmental Management at the address listed above. A SWPPP, prepared as described above, shall be implemented at least 48 hours before the commencement of construction activities. The SWPPP must include descriptions of control measures 11/29/04 SC-56 PART D -SPECIAL CONDITIONS necessary to prevent and control soil erosion, sedimentation and water pollution and will be included in the contract documents . The control measures shall be installed and maintained throughout the construction to assure effective and continuous water pollution control. The controls may include, but not be limited to, silt fences , straw bale dikes, rock berms, diversion dikes, interceptor swales, sediment traps and basins, pipe slope drain, inlet protection, stabilized construction entrances, seeding, sodding, mulching, soil retention blankets, or other structural or non-structural storm water pollution controls. The method of control shall result in a minimum sediment retention of 70% as defined by the NCTCOG "BMP Manual." Deviations from the proposed control measures must be submitted to the engineer for approval. PAYMENT FOR SWPPP IMPLEMENTATION: Payment shall be made per lump sum as shown on the proposal as full compensation for all items contained in the project SWPPP. D-69 COORDINATION WITH THE CITY'S REPRESENTATIVE FOR OPERATIONS OF EXISTING WATER SYSTEMS It is the Contractor's responsibility to coordinate any event that will require connecting to or the operation of an existing City water line system with the City's representative. The Contractor may obtain a hydrant water meter from the Water Department for use during the life of named project. In the event the Contractor requires that a water valve on an existing live system be turned off and on to accommodate the construction of the project, the Contractor must coordinate this activity through the appropriate City representative. The Contractor shall not operate water line valves of existing water system. Failure to comply will render the Contractor in violation of Texas Penal Code Title 7, Chapter 28.03 (Criminal Mischief) and the Contractor will be prosecuted to the full extent of the law. In addition, the Contractor will assume all liabilities and responsibilities as a result of these actions. D-70 ADDITIONAL SUBMITTALS FOR CONTRACT AWARD The City reserves the right to require any pre-qualified contractor who is the apparent low bidder(s) for a project to submit such additional information as the City, in sole discretion may require, including but not limited to manpower and equipment records, information about key personnel to be assigned to the project, and construction schedule, to assist the City in evaluating and assessing the ability of the apparent low bidder(s) to deliver a quality product and successfully complete projects for the amount bid within the stipulated time frame. Based upon the City's assessment of the submitted information, a recommendation regarding the award of a contract will be made to the City Council. Failure to submit the additional information if requested may be grounds for rejecting the apparent low bidder as non-responsive. Affected contractors will be notified in writing of a recommendation eto the City Council. "" D-71 EARLY WARNING SYSTEM FOR CONSTRUCTION Time is of the essence in the completion of this contract. In order to insure that the contractor is responsive when notified of unsatisfactory performance and/or of failure to maintain the contract schedule, the following process shall be applicable: The work progress on all construction projects will be closely monitored . On a bi-monthly basis the percentage of work completed will be compared to the percentage of time charged to the contract. If the amount of work performed by the contractor is less than 11/29/04 SC-57 PART D -SPECIAL CONDITIONS the percentage of time allowed by 20% or more ( example : 10% of the work completed in 30% of the stated contract time as may be amended by change order), the following proactive measures will be taken: 1. A letter will be mailed to the contractor by certified mail, return receipt requested demanding that, within 1 O days from the date that the letter is received, it provide sufficient equipment, materials and labor to ensure completion of the work within the contract time . In the event the contractor receives such a letter, the contractor shall provide to the City an updated schedule showing how the project will be completed within the contract time. 2. The Project Manager and the Directors of the Department of Engineering, Water Department, and Department of Transportation and Public Works will be made aware of the situation. If necessary, the City Manager's Office and the appropriate city council members may also be informed. · 3 . Any notice that may, in the City's sole discretion, be required to be provided to interested individuals will distributed by the Engineering Department's Public Information Officer. 4. Upon receipt of the contractor's response, the appropriate City departments and directors will be notified. The Engineering Department's Public Information Officer will, if necessary, then forward updated notices to the interested individuals. 5. If the contractor fails to provide an acceptable schedule or fails to perform satisfactorily a second time prior to the completion of the contract, the bonding company will be notified appropriately. D-72 AIR POLLUTION WATCH DAYS The Contractor shall be required to observe the following guidelines relating to working on City construction sites on days designated as "AIR POLLUTION WATCH DAYS". Typically, the OZONE SEASON, within the Metroplex area, runs from May 1, through OCTOBER 31, with 6:00 a.m . -10 :00 a.m. being critical BECAUSE EMISSIONS FROM THIS TIME PERIOD HAVE ENOUGH TIME TO BAKE IN THE HOT ATMOSPHERE THAT LEADS TO EARLY AFTERNOON OZONE FORMATION .. The Texas Commission on Environmental Quality (TCEQ), in coordination with the National Weather Service, will issue the Air Pollution Watch by 3:00 p.m . on the afternoon prior to the WATCH day. On designated Air Pollution Watch Days, the ~ontractor shall bear the responsibility of being aware tpat such days have been designated Air Pollution Watch Days and as such shall not begin work until 10:00 a.m . whenever construction phasing requires the use of motorized equipment for periods in excess of 1 hour. However, the Contractor may begin work prior to 10:00 a.m. if use of motorized equipment is less than 1 hour, or if equipment is new and certified by EPA as "Low Emitting", or equipment burns Ultra Low Sulfur Diesel (ULSD), diesel emulsions, or alternative fuels such as CNG. If the Contractor is unable to perform continuous work for a period of at least seven hours between the hours of 7:00 a.m. -6:00 p.m., on a designated Air Pollution Watch Day, 11/29/04 SC-58 PART D -SPECIAL CONDITIONS that day will be considered as a weather day and added onto the allowable weather days of a give ~ month . D-73 FEE FOR STREET USE PERMITS AND RE-INSPECTIONS A fee for street use permits is in effect. In addition, a separate fee for re-inspect ions for parkway construction , such as driveways, sidewalks , etc., will be required . The fees are as follows: 1. The street permit fee is $50.00 per permit with payment due at the time of permit application. 2. A re-inspection fee of $25.00 will be assessed when work for which an inspection called for is incomplete. Payment is due prior to the City performing re-inspection . Payment by the contractor for all street use permits and re-inspections shall be considered subsidiary to the contract cost and no additional compensation shall be made . 11/29/04 SC-59 PART D -SPECIAL CONDITIONS CLASSIFICATIONS Air tool operator Asphalt Raker Asphalt Shoveler Asphalt Distributor Operator Asphalt Paving Machine Operator Batching Plant Weigher Broom or Sweeper Operator Bulldozer Operator Carpenter (Rough) Concrete Finisher -Paving Concrete Finisher -Structures Concrete Paving Curbing Mach . Oper. Concrete Paving Finishing March. Oper Concrete Paving Joint Sealer Oper. Concrete Paving Saw Oper. Concrete Paving Spreader Oper Concrete Rubber Crane , Clamshell , Backhoe, Derrick, Dragline, Shovel Electrician Flagger Form Builder -Structures Form Setter -Paving & Curbs Foundation Drill Operator, Crawler Mounted Foundation Drill Operator, Truck Mounted Front End Loader Laborer -Common Laborer -Utility Mechanic .,, Milling Machine Operator, Fine Grade Mixer Operator Motor Grader Operator (Fine Grade) Motor Grader Operator, Rough Oiler Painter, Structures Pavement Marking Machine Operator Pipe Layer Roller, Steel Wheel Plant -Mix Pavements 11/29/04 CITY OF FORT WORTH Highway (Heavy) Construction P T W e Rates For 2006 reva1 inQ ai ~-------------~----HRLY RTS $ 10.06 $ 11 .01 $ 8.80 $ 13 .99 $ 12.78 $ 14.15 $ 9 .88 $ 13.22 $ 12 .80 $ 12 .85 $ 13.27 $ 12.00 $ 13.63 $ 12 .50 $ 13.56 $ 14.50 $ 10 .61 $ 14.12 $ 18.12 $ 8.43 $ 11 .63 $ 11.83 $ 13.67 $ 16.30 $ 12 .62 $ 9.18 $ 10 .65 $ 16.97 $ 11.83 $ 11 .58 $ 15.20 $ 14.50 $ 13.17 $ 10 .04 $ 11 .04 $ 11.28 SC-60 CLASS IF IC AT 10 NS Roller , Steel Wheel Other Flawheel or Tamping Roller , Pneumatic , Self-Propelled Scraper Reinforcing Steel Setter (Paving) Reinforcing Steel Setter (Structure) Scraper Operator Servicer Slip Form Machine Operator Spreader Box Operator Tractor operator, Crawler Type Tractor operator, Pneumatic Traveling Mixer Operator Truck Driver -Single Axle (light) Truck Driver-Tandem Axle Semi- Trailer Truck Diver -Lowboy/Float Truck Driver -Transit Mix Wagon Drill , Boring Machine, Post Hole Driller Welder Work Zone Barricade Servicer HRLY RTS $ 10 .92 $ 11 .07 $ 14 .86 $ 16.29 $ 11 .42 $ 12.32 $ 12.33 $ 10 .92 $ 12.60 $ 12.91 $ 12 .03 $ 10.91 $ 11 .75 $ 14.93 $ 12 .08 $ 14.00 $ 13 .57 $ 10.09 .. Date: ____ _ FORT WORTH DOENO.XXXX Project .Name: NOTICE OF TEMPORARY WATER SERVICE INTERRUPTION · DUE TO UTILITY IMPROVEMENTS IN · YOUR NEIGHBORHOOD, YOUR . . .. . .. . .. .. WATER SERVICE WILL BEINTERRUPTED ON --------- BETWEEN THE HOURS OF AND ------ IF YOU HA VE QUESTIONS ABOUT THIS SHUT-OUT, PLEASECALL: ... MR .. ••••··•··•····••·. . · .. ·. . ···· · .. · ••• . AT_.------------ ··· · .. (£0NTRACTORSS:t]PERIN'I'ENDENT) · (TELEPHONE NUMBER) OR ·.. (TELEPHONE NUMBER) : . . . . . . . . . . THIS iNcoNVENIENCE WILL Bi AS SHORT AS POSSIBLE. THANK YOU, -. . . /.~. . . . _::;\: . :. _:.. . .. . . ·• CONTRACTOR -------------- \ PART DA ADDITIONAL SPECIAL CONDITIONS PART DA -ADDITIONAL SPECIAL CONDITIONS TABLE OF CONTENTS DA-1 AWARD OF CONTRACT FOR PROJECTS WITH MULTIPLE UNITS (OMITTED) .......................................................................................................... 5 DA-2 PIPELINE REHABILITATION CURED-IN-PLACE PIPE (OMITTED) .................. 5 DA-3R PIPE ENLARGEMENT SYSTEM ........................................................................ 5 DA-4 FOLD AND FORM PIPE (OMITTED) ................................................................ 12 DA-5R SLIPLINING ....................................................................................................... 13 DA-GR PIPE INSTALLED BY OTHER THAN OPEN CUT ............................................ 20 DA-7 TYPE OF CASING PIPE (OMITTED) ................................................................ 23 DA-8 SERVICE LINE POINT.,REPAIR / CLEANOUT REPAIR (OMITTED) ........ ~· ...... 24 DA-BA LARGE DIAMETER SEWER MAIN POINT REPAIR ........................................ 24 DA-9R PROTECTIVE MANHOLE COATING FOR CORROSION PROTECTION ........ 26 DA-10R MANHOLE REHABILITATION .......................................................................... 28 DA-10A SEWER JUNCTION STRUCTURE REHABILITATION .................................... 28 DA-11 SURFACE PREPARATION FOR MANHOLE REHABILITATION .................... 42 DA-12 INTERIOR MANHOLE COATING -MICROSILICATE MORTAR SYSTEM ...... 44 DA-13 INTERIOR MANHOLE COATING -QUADEX SYSTEM ................................... 46 DA-14 INTERIOR MANHOLE COATING -SPRAY WALL SYSTEM ........................... 49 DA-15 INTERIOR MANHOLE COATING -RAVEN LINING SYSTEM ......................... 51 DA-16 INTERIOR MANHOLE COATING : PERMACAST SYSTEM WITH EPOXY LINER (OMITTED .............................................................................................. 54 DA-17 INTERIOR MANHOLE COATING-STRONG-SEAL-SYSTEM .......................... 54 DA-18 RIGID FIBERGLASS MANHOLE LINERS (OMITTED) ..................................... 56 DA-19 PVC LINED CONCRETE WALL RECONSTRUCTION (OMITTED) .................. 56 DA-20R PRESSURE GROUTING (MANHOLES) ........................................................... 57 DA-21 VACUUM TESTING OF REHABILITATED MANHOLES .................................. 60 DA-22 FIBERGLASS MANHOLES (OMITTED) ............................................................ 62 DA-23 LOCATION AND EXPOSURE OF MANHOLES AND WATER VALVES (OMITTED) ........................................................................................................ 63 DA-24 REPLACEMENT OF CONCRETE CURB AND GUTTER (OMITTED) .............. 63 DA-25 REPLACEMENT OF 6" CONCRETE DRIVEWAYS (OMITTED) ...................... 63 DA-26 REPLACEMENT OF H.M .A.C. PAVEMENT AND BASE (OMITTED) ............... 63 DA-27 GRADED CRUSHED STONES (OMITTED) ...................................................... 63 DA-28 WEDGE MILLING 2" TOO" DEPTH 5.0' WIDE (OMITTED) ............................. 63 DA-29 BUTT JOINTS -MILLED (OMITIEb) ................................................................ 63 DA-30 2" H.M .A.C . SURFACE COURSE (TYPE "D" MIX) (OMITTED) ........................ 63 DA-31 REPLACEMENT OF 7" CONCRETE VALLEY GUTTER (OMITIED) ............... 63 DA-32 NEW 7" CONCRETE VALLEY GUTIER (OMITIED) ....................................... 63 DA-33 NEW 4" STANDARD WHEELCHAIR RAMP (OMITIED) ................................. 63 DA-34 8" PAVEMENT PULVERIZATION (OMITTED) .................................................. 63 DA-35 REINFORCED CONCRETE PAVEMENT OR BASE (UTILITY CUT) (OMITTED) ........................................................................................................................... 63 DA-36 RAISED PAVEMENT MARKERS (OMITTED) ................................................... 63 DA-37R POTENTIALLY PETROLEUM CONTAMINATED MATERIAL HANDLING ...... 63 DA-38 LOADING, TRANSPORTATION AND DISPOSAL OF CONTAMINATED SOIL .................................................................................................................. 67 11/0 2104 ; REVISED Oc t. 20 07 ASC-1 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-39R ROCK RIPRAP WITH FILTER FABRIC -SELECTIVE GROUTING (AS AUTHORIZED) .................................................................................................. 68 DA-40 CONCRETE RIPRAP (OMITTED) ..................................................................... 71 DA-41 CONCRETE CYLINDER PIPE AND FITTINGS (OMITTED) ............................. 72 DA-42 CONCRETE PIPE FITTINGS AND SPECIALS (OMITTED) .............................. 72 DA-43 UNCLASSIFIED STREET EXCAVATION (OMITTED) ...................................... 72 DA-44 6" PERFORATED PIPE SUBDRAIN (OMITTED) .............................................. 72 DA-45 REPLACEMENT OF 4 " CONCRETE SIDEWALKS (OMITTED) ....................... 72 · DA-46 RECOMMENDED SEQUENCE OF CONSTRUCTION (OMITTED) .................. 72 DA-47 PAVEMENT REPAIR IN PARKING AREA (OMITTED) ..................................... 72 'DA-48 EASEMENTS AND PERMITS ................. :, ......................................................... 72 DA-49 HIGHWAY REQUIREMENTS (OMITTED) ........................................................ 72 DA-50 CONCRETE ENCASEMENT ............................................................................. 72 DA-51 R CONNECTION TO EXISTING STRUCTURES .................................................. 72 DA-52 TURBO METER WITH VAULT AND BYPASS INSTALLATION OMITTED) ..... 73 DA-53 OPEN FIRE LINE INSTALLATIONS (OMITTED) .............................................. 73 DA-54 WATER SAMPLE STATION (OMITTED) .................................................. -........ 73 DA-55 CURB ON CONCRETE PAVEMENT (OMITTED) ............................................. 73 DA-56R SHOP DRAWINGS ............................................................................................ 73 DA-57 COST BREAKDOWN (OMITTED) ..................................................................... 74 DA-58 STANDARD STREET SPECIFICATIONS H.M.A.C. OVERLAY (OMITTED) .... 74 DA-59 H.M.A.C. MORE THAN 9 INCHES DEEP (OMITTED) ...................................... 74 DA-60 ASPHALT DRIVEWAY REPAIR (OMITTED) .................................................... 74 DA-61 TOP SOIL .......................................................................................................... 74 DA-62 WATER METER AND METER BOX RELOCATION AND ADJUSTMENT (OMITTED) ........................................................................................................ 74 DA-63R BID QUANTITIES .............................................................................................. 74 DA-64 WORK IN HIGHWAY RIGHT OF WAY (OMITTED) .......................................... 74 DA-65 CRUSHED LIMESTONE (FLEX-BASE) (OMITTED) ......................................... 74 DA-66 OPTION TO RENEW (OMITTED) ..................................................................... 74 DA-67 NON-EXCLUSIVE CONTRACT (OMITTED) ..................................................... 74 DA-68 CONCRETE VALLEY GUTTER (OMITTED) ..................................................... 75 DA-69 TRAFFIC BUTTONS (OMITTED) ...................................................................... 75 DA-70 PAVEMENT STRIPING (OMITTED) .................................................................. 75 DA-71 H.M.A.C. TESTING PROCEDURES (OMITTED) .............................................. 75 DA-72 SPECIFICATION REFERENCES (OMITTED) .................................................. 75 DA-73 RELOCATION OF SPRINKLER SYSTEM BACK-FLOW PREVENTER/CONTROL VALVE AND BOX (OMITIED) ................................. 75 DA-74 RESILIENT-SEATED GATE VALVES (OMITTED) ........................................... 75 DA-75R EMERGENCY SITUATION, JOB MOVE-IN {FOR INFORMATION ONLY) ...... 75 DA-76 1 Yi" & 2" COPPER SERVICES (OMITTED) ..................................................... 75 DA-77 SCOPE OF WORK (UTIL. CUT) (OMITTED) .................................................... 75 DA-78 CONTRACTOR'S RESPONSIBILTY (UTIL. CUT) (OMITTED) ........................ .75 DA-79 CONTRACT TIME (UTIL. CUT) (OMITTED) ..................................................... 75 DA-80 REQUIRED CREW PERSONNEL & EQUIPMENT (UTIL. CUT) (OMITTED) ... 75 DA-81 TIME ALLOWED FOR UTILITY CUTS (UTIL. CUT) (OMITTED) ...................... 75 DA-82 LIQUIDATED DAMAGES (UTIL. CUT) (OMITTED) .......................................... 75 1110 2104; REVISED Oct. 2007 ASC-2 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-83 PAVING REPAIR EDGES (UTIL. CUT) (OMITTED) ......................................... 75 DA-84 TRENCH BACKFILL (UTIL. CUT) (OMITTED) .................................................. 75 DA-85 CLEAN-UP (UTI L. CUT) (OMITTED) ................................................................. 75 DA-86R PROPERTY ACCESS (UTIL. CUT) ................................................................... 76 DA-87 SUBMISSION OF BIDS (UTIL. CUT) (OMITTED) ............................................. 76 DA-88 STANDARD BASE REPAIR FOR UNIT I (UTIL. CUT) (OMITTED) .................. 76 DA-89 CONCRETE BASE REPAIR FOR UNIT 11 & UNIT Ill (UTIL. CUT) ..................... .. ( 0 M ITTE D) ........................................................................................................ 76 DA-90 2 " TO 9" H.M.A.C. PAVEMENT (UTIL . CUT) (OMITTED) ................................. 76 DA-91 ADJUST WATER VALVE BOXES, MANHOLES, AND VAULTS (UTIL. CUT) (OMITTED) .......... ::· ............................................................................... ~· ............ 76 DA-92 MAINTENANCE BOND (UTIL. CUT) (OMITIED) ............................................. 76 DA-93 BRICK PAVEMENT (UTIL. CUT) (OMITTED) ................................................... 76 DA-94 LIME STABILIZED SUBGRADE (UTIL. CUT) (OMITTED) ................................ 76 DA-95R CEMENT STABILIZED SUBGRADE (UTIL. CUT) ............................................ 76 DA-96 REPAIR OF STORM DRAIN\ STRUCTURES (UTIL. CUT) (OMITTED) ........... 76 DA-97R "QUICK-SET" CONCRETE (UTIL. CUT) .......................................................... 76 DA-98R UTILITY ADJUSTMENT (UTIL. CUT) ............................................................... 77 DA-99 STANDARD CONCRETE SIDEWALK AND WHEELCHAIR RAMPS (UTIL. CUT) (OMITTED) ............................................................................................... 77 DA-100 LIMITS OF CONCRETE PAVEMENT REPAIR (UTIL. CUT) (OMITTED) ......... 77 DA-101 CONCRETE CURB AND GUTTER (UTIL. CUT) (OMITTED) ........................... 77 DA-102 PAYMENT (UTIL. CUT) (OMITTED) ................................................................. 77 DA-103 DEHOLES (MISC. EXT.) .................................................................................... 77 DA-104 CONSTRUCTION LIMITATIONS (MISC . EXT.) (OMITTED) ............................ 77 DA-105 PRESSURE CLEANING AND TESTING (MISC. EXT.) (OMITTED) ................ 77 DA-106 BID QUANTITIES (MISC. EXT.) (OMITTED) .................................................... 77 DA-107 LIFE OF CONTRACT (MISC. EXT.) (OMITTED) .............................................. 77 DA-108 FLOWABLE FILL (MISC. EXT.) ....................................................................... 78 DA-109 BRICK PAVEMENT REPAIR (MISC. REPL.) (OMITTED) ................................ 78 DA-110 DETERMINATION AND INITIATION OF WORK (MISC. REPL.) ....................... . (OMITTED) ........................................................................................................ 78 DA-111 WORK ORDER COMPLETION TIME (MISC. REPL.) (OMITIED) ................... 78 DA-112 MOVE IN CHARGES (MISC. REPL.) (OMITTED) ............................................ 78 DA-113 PROJECT SIGNS (MISC. REPL.) .................................................................... 78 DA-114 LIQUIDATED DAMAGES (MISC. REPL.) (OMITTED) ...................................... 79 DA-115 TRENCH SAFETY SYSTEM DESIGN (MISC. REPL.) ..................................... 79 DA-116 Fl ELD OFFICE (OMITTED) ............................................................................... 79 DA-117 TRAFFIC CONTROL PLAN (OMITTED) ........................................................... 79 DA-118 COORDINATION OF WORK WITH CONTRACTOR FOR OTHER UNITS (OMITTED) ........................................................................................................ 79 DA-119A LARGE DIAMETER SEWER CLEANING AND INSPECTIONS .................... 79 DA-120A SPECIAL PROJECT CONDITIONS AND REQUIREMENTS ........................ 99 DA-121 A COFFER DAMS ........................................................................................... 101 DA-122A SITE RESTORATION .................................................................................. 101 DA-123A MISCELLANEOUS GRAVEL PLACEMENT FOR ACCESS ROADS ......... 102 DA-124A PROJECT SCHEDULE AND COORDINATION .......................................... 102 11102/04; REVISED Oct. 2007 ASC-3 PART DA -ADDITIONAL SPECIAL CONDITIONS a. Insertion or access pits shall be located such that their total number shall be minimized and the length of replacement pipe installed in a single pull shall be maximized. b. Existing manholes shall be utilized wherever practical. Manhole inverts and bottoms may be removed to permit access for installation equipment. c. Equipment used to perform the work shall be located away from buildings so as not to create a noise impact. Provide silencers or other devises to reduce machine noise as needed to meet requirements. ~ - d. The actual pipe enlargement procedure shall commence ~prior to 11 :00 AM in order to afford the contractor ample time to complete all related work within the allotted workday, which is defined as the hours between 7:00 AM and 6:00 PM, so as not to impose on the peace and comfort of persons in the immediate vicinity. No actual pipe bursting work shall be started after 11 :00 AM; all actual pipe bursting activity shall cease at 6:00 PM, unless prior authorization has been obtained for varying the work schedules. Other activities other than the actual pipe bursting may continue after 6:00 PM. 2. Finished Pipe: The installed replacement pipe shall be continuous over the entire length of each pipe segment from manhole to manhole and shall be free from visual defects such as foreign inclusions, concentrated ridges, discoloration, pitting, varying wall thickness, pipe separation, other deformities. Replacemef!t pipe with gashes, nicks, abrasions, or any such physical damage which may have occurred during storage and/or handling, which are larger/deeper than 10% of the wall thickness shall not be used and shall be removed from the construction site. The replacement pipe passing through or terminating in a manhole shall be carefully cut out in a shape and manner approved by the Engineer. The invert and benches shall be streamlined and improved for smooth flow . The installed pipe shall meet the leakage requirements of the pressure test specified later. 3. Pipe Jointing: a. Sections of polyethylene replacement pipe shall be assembled and joined on the job site above the ground . Jointing shall be accomplished by the heating and butt-fusion system in strict conformance with the manufacturer's printed instructions. b. The butt-fusion system for pipe jointing shall be carried out in the field by operators with prior experience in fusing polyethylene pipe with similar equipment using proper jigs and tools per standard procedures outlined by the pipe manufacturer. These joints shall have a smooth, uniform, double rolled back bead made while applying the proper melt, pressure, and alignment. It shall be the sole responsibility of the Contractor to provide an acceptable butt-fusion joint. All joints shall be made available for inspection by the Engineer before insertion. The replacement pipe shall be joined on the site in appropriate working lengths near the insertion pit. The maximum length of continuous replacement pipe which shall be assembled above ground and pulled on the job site at any one time shall be 600 linear feet. 11/02104; REVISED Oct. 2007 ASC-10 PART DA -ADDITIONAL SPECIAL CONDITIONS c. For situat ions where the replacement pipe is not pulled all the way to the manhole or if it is impossible to pull t he missile all the way through , the following shall apply: At the direction of the Engineer, a 12 "-18 " full circle steel clamp shall be utilized to connect segments of the HOPE pipe . 4 . New P ipe Installation : a. Thread winch cable or chain and associated lines through sewer section to be rehabilitated. Keep lines away from pedestrian and vehicular traffic. b. Exist ing manholes may be used for launch and receiving access . Remove manhole invert and bottom as required . Pull winch chain through sewer section and attach to cutter and machine head. Lower into launching manhole , apply winch tension pull ing the cutter and head into the sewer until the rear of the machine is flush with the manhole wall. Attach steel starter pipe and advance assembly until the rear of the steel starter pipe is flush with the manhole wall . Lower hydraulic jack into the manhole and align . Insert new pipe by simultaneous operation of the jack and winching the cutter and head forward . 5. Anchoring New Pipe and Sealing Manholes : a . After the new pipe has been installed in the entire length of the sewer section, anchor the pipe at manholes . The new pipe shall protrude in the manho les for enough distance to allow sealing and trimming. b . Sealing the new pipe at manholes shall not begin for a minimum of ten (10) hours after installation. Prov ide a flexible gasket connector i n the manhole wall at the end of the new pipe , centered in the existing manhole wall. Grout flexible connector in the manhole, filling all voids the full thickness of the manhole wall. c. Restore manhole bottom and invert. 6 . Field Testing: a. Low Pressure A ir Test of Replacement Pipe: After a manhole-to-manhole section of sanitary sewer main has been pipe burst/crushed and prior to any service lines being connected to the replacement pipe , the pipe shall be plugged at each manhole with pneumatic plugs. The design of the plugs shall be such that they will hold against the test pressure without requiring external blocking or bracing. One of the plugs shall have three air hose connections; one for the inflation of the plug , one for reading the air pressure in the sealed line , and one for introducing air into the sealed line . Low pressure air shall then be introduced into the sealed line until the internal air pressure reaches 4.0 psig greater than the average back pressure resulting from any ground water that may be over the pipe . At least two minutes shall elapse to allow the pressure to stabilize . The time required for the internal pressure to decrease from 3.5 to 2.5 psig greater than the average back pressure resulting from any ground water that may be over the pipe , shall not be less than the time shown for a given pipe diameter in the following table : 11 /02104; REVISED Oc t. 2007 ASC-11 PART DA -ADDITIONAL SPECIAL CONDITIONS Carrier Pipe Minimum Elapsed Diameter (inches) Time (minutes) 8 4 10 5 12 6 15 7 b. Post-Construction Television Inspection of New Pipe: Refe r to Special Condit ion for Post-Construction Te levision Inspection of Sanitary Sewer. F. MEASUREMENT AND PAYMENT: 1. Pipe Installation : Pipe installation will be measured for payment by the linear foot of pipe actually installed in the various diameters of sewers measured along the centerline of the sewer from centerline to centerline of manholes. Payment wil l be made for the quantities measured at the unit price per linear foot for the various sewer diameters listed. 2 . Service Reconnections (NOT APPLICABLE UNDER THIS CONTRACT): Installation of sewer service connections will be measured for payment by each actually reconnected to the installed pipe. Payment will be made for the quantities measured at the unit price per each listed . Payment shall include req uired excavation and backfill, saddles, flexible connect ions, and all other incidentals necessary to successfully reconnect sewer service lines to the rehabilitated sewer. Payment shall not include pavement replacement, which if required, shall be paid separately. 3. Sewer Cleaning by Bucket Machine: Heavy cleaning requiring more than hydraulic jet cleaning shall be performed by bucket machines or other approved mechanical cleaning methods . The payment for such cleaning shall be included in the bid item for Pre-Construction Television Inspection of Sanitary Sewer Lines. 4 . By-pass Pumping: The Contractor shall provide diversion for the flow of sewage around the section or sections of pipe designated for rehabil itation. The pumps and by-pass lines shall be of adequate capacity and size to handle all flows . All costs for by-pass pumping required during installation of the pipe sha ll be subs idiary to pipe enlargement. 5 . Subsidiary Work: Any damage to utilities and property, resulting repairs, temporary service costs, etc. shall be borne by Contractor. Repair and/or replacement of fences, sprinkler system piping and other such restoration work resulting from Contractor activit ies shall be considered subsidiary to the cost of the project and no additional payment will be allowed . 6 . Testing: All cost for testing the replacement pipe by a pressure method wi l l be incidental to pipe installation . DA-4 FOLD AND FORM PIPE (OMITIED) 11 /02/04; REVISED Oc t. 200 7 ASC-12 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-5R SLIPLINING A. GENERAL: This section includes requirements to rehabil itate existing sanitary sewers by sliplining with high density polyethylene pipe. B . MATERIALS 1. Polyethylene Slipline Pipe : a . The properties of the material shall be de termined in accordance with ASTM 0638. ASTM 0638 shall be used to determine that the thermal butt- fusion joints are stronger than the materials joined. b . The malt index of the polyethylene resin shall be determined in accordance with ASTM 01238, Condition E, and shall be equal to , or between 0 .05 gl10 min. and 1.00 gl10 min . c . The density of the base polyethylene resin shall be determined in accordance with ASTM 01505 and be equal to, or between, 0.941 glee and 0.955 glee. d. The material shall be tested in accordance with ASTM 01693, Condition C . e. Polyethylene pipe and fittings may be rejected for failure to meet any of the requirements of this specification . f . The sewer liner pipe and fittings shall be made of a polyethylene pipe compound that meets the requirements for Type Ill , Class C, Grade P-34, Category 5, polyethylene material as defined in ASTM D1248 or ASTM 03350, and hav ing a PPI rating of PE3408 , and cell classification 3454340 or E per ASTM 03350. A higher numbered cell classification limit which gives a desirable higher primary property, per ASTM 3350, may also be accepted by the Eng ineer at no additional cost to the City . The molecular weight category shall be extra high (250,000 to 1,500,000) as per the Gel Permeation Chromatography determination procedure w ith a typical value of 330,000 . g . Before beginning work, the Contractor shall submit for approval, the vendor's specific technical data with the complete information on resin, physical properties of pipe and pipe dimensions pertinent to this job . A certificate of "Compliance With Specification" shall be furnished for all materials to be supplied. The manufacturer's certificate shall state the pipe was manufactured from one specific resin and shall state the resins used and its source . All pipe shall be made of virgin material. No rework except that obtained from the manufacturer's own production of the same formulation shall be used . The City will run tests on field samples per applicable ASTM specifications at an independent laboratory for verification of the required physical properties and characteristics. The number of samples taken shall be at the City's discretion . All samples shall be provided by the Contractor at no charge to the City . The City shall pay all charges for all testing of the liner 11 /02104 ; REVISED Oct. 2007 ASC-13 PART DA -ADDITIONAL SPECIAL CONDITIONS material if they are found to meet specification . All retesting of materials not initially meeting these specifications shall be at the Contractor's expense. h. All polyethylene sliplining pipe shall conform to the sizes and Standard Dimension Ratio (SOR) requirements shown on the drawings. i. Lengths: Standard lengths shall be used whenever possible, (40 foot sections). Where construction difficulties prevent the use of standard pipe sizes, other pipe sizes may be specified . j. Pipes shall be joined to one another and to polyethylene fittings by thermal butt-fusion in accordance with ASTM 02657 and ASTM 03350 . Butt-fusion joining and site location, joining shall be performed within or outside the excavation. Joints between pipe sections shall be smooth on the inside and internal projection beads shall not be greater than 3/16 inch. k. The tensile strength at yield of the butt-fusion joints shall not be less that of the pipe. · 2. Sewer Service Connections (NOT APPLICABLE UNDER THIS CONTRACT): Mechanical and fusion-bonded saddles shall be made of polyethylene pipe compound that meets the requirements of ASTM D-2448, Type IV, Class C. Mechanical saddles shall have stainless steel straps and fasteners and neoprene gaskets. Mechanical saddles shall be Strap-on-Saddle Type as manufactured by Drisco Pipe or Tapping Saddle as manufactured by DuPont, or approved equal. Fusion saddles shall be electrofusion branch saddles as manufactured by Central Plastics Company, or approved equal. Saddles for use on PVC pipe shall be molded fittings as recommended by the PVC pipe manufacturer, and shall conform to the requirements of ASTM 03034 , SOR 35. C. EXECUTION 1. Cleaning and Television Inspection of Sanitary Sewers: Cleaning and television inspection of sanitary sewers to be sliplined shall be completed per the requirements of Special Condition for pre-construction television inspection . All material encountered in the existing sewers shall be removed and disposed of by the Contractor. All video tapes shall be delivered to the City's representatives for evaluation prior to any sliplining operations. 2. Obstruction Removal: The Engineer shall determine where obstruction removal (due to dropped joints, collapsed pipe, roots, rocks, obstructions in the pipe which cannot be removed by the cleaning equipment or other reasons) will be required. The Contractor shall locate the insertion pits at these obstruction locations whenever possible, and no additional payment will be authorized to the Contractor. When obstruction removal is required at locations other than insertion pits, no additional payment for these supplemental obstruction excavations will be considered for authorization -all obstruction removal is considered as a subsidiary cost to sliplining . 11/02104; REVISED Oct. 2007 ASC-14 PART DA -ADDITIONAL SPECIAL CONDITIONS 3. Sewer Cleaning by Bucket Machine and Root Cutting: Heavy cleaning requiring more than hydraulic jet cleaning shall be performed by bucket machines or root cutting, as required . No additional payment for such cleaning and/or root cutting shall be made . 4. Insertion or Access Pits : The location and number of insertion or access pits shall be planned by the Contractor and submitted in writing for approval by the Engineer prior to excavation . The pits shall be located such that their total number shall be minimized, and the footage of liner pipe installed in a single pull shall be maximized. Before excavation is begun, it will be the responsibility of the Contractor to check with the various utility companies and determine the location of the utilities in the vicinity of the work area . Damage done to utilities and the resulting repair, temporary service cost, etc., shall be borne by the Contractor. All excavations shall be properly sheeted/shored in accordance with OSHA specifications for trench safety systems. Any damage resulting from improperly shored excavations shall be corrected to the satisfaction of the Engineer with no compensation to the Contractor. All open excavations shall be kept secure at all times by the use of barricades with appropriate lights and signs, construction tape, covering with steel plates, etc., or as directed by the Engineer. The cost for bypass pumping if required around an insertion pit, from a manhole upstream to a manhole downstream, shall be included in the Unit Price Bid for sliplining. Excavation for insertion pits shall not be paid for separately, but shall be included in the Unit Price Bid for sliplining. 5. Insertion of Polyethylene Liner Pipe into Carrier Pipe: The existing sewer will remain in operation during the sliplining process whenever possible. Obstructions such as roots, large joint offsets, rocks or other debris, etc., that would prevent passage or damage to the other pipe sections must be removed or repaired prior to installing the new pipe . After completing the insertion pit excavation, the top of the existing sanitary sewer line shall be removed, where required, down to the spring line. A power winch cable . shall then be connected to the end of the liner by use of a suitable pulling head, equal to the outside diameter of the liner. The pulling head shall be adequately secured to the liner and then attached to the power winch cable so that the liner can be satisfactorily fed and pulled through the sanitary sewer main . Proper bumpers shall be provided in the insertion pit in order to prevent the ragged edges of the existing pipe from scarring the outside of the liner as it is pulled into the existing sewer. Precautions shall be taken not to damage the liner or break or separate any of the butt-fused joints . Sufficient time (a minimum of 24 hours) shall be allowed for the liner to return to its normal length assum ing the over-elongation is due to a higher temperature at the time of installation) based upon the average temperature in the 11 /02104 ; REVISED Oct. 2007 ASC-15 PART DA -ADDITIONAL SPECIAL CONDITIONS sewer. The length of the liner pulled in any one segment shall be limited to prevent any backup of serv ice lines which may result due to restricted flow through the annular space . Maximum Allowable Pulling Force . In order to ensure the integrity of the polyethylene liner, the pulling force exerted on the liner shall be limited to that indicated on the follow ing table for the appropriate outside diameter of the polyethylene liner: POLYETHYLENE LINE OUTSIDE DIAMETER (INCHES) 5.375 7.125 8.625 10 .750 14 .000 18 .000 21.000 24.000 MAXIMUM PULLING FORCE (TONS) 3.5 4 .0 7.5 10.5 12.0 21.5 35.0 52.0 The Contractor shall us~ a suitable pulling head so that the pulling head and liner will separate from each other when the pulling force exerted on the liner reaches the amount indicated above. The pulling head design (including calculations) shall be approved by the Engineer prior to its use. As an alternative, the Contractor may be permitted to use a measuring device (spring , gauge, etc .) connected to the pulling cable wh ich shall register the pulling force being exerted on the liner. The pulling force shall not exceed those values indicated above for the applicable outside diameter of the polyethylene liner. The measuring device shall be approved by the Engineer prior to its use. The Contractor may be allowed to push the liner subject to the Engineer's approval. Care shall be taken to avoid any buckling of the liner by limiting the stroke of the backhoe . Any portion of the liner damaged during this insertion process shall be cut out and the liner rejected. In certain cases, the Contractor may be permitted to use a combination of pulling and pushing to enhance the insertion of the liner. A liner that is permitted to be pushed shall not have an open end which can allow sand or other debris to be pushed into the liner. A pipe manufacturer's representative shall be onsite to assist the Contractor for the first full day of slipline pipe installation. 6. Use of Clamps and Encasement for Polyethylene Pipe: Where excavations for the insertion of the liner are made between two manholes, the ends of the liner will be cut smooth , square to the axis of the liner, so that it can be joined in a workman- like manner. The liner shall be joined with a JCM Industries Type 108 or equal, all stainless steel (including bolts and lugs), full circle , Universal Clamp Coupling with a 1 /4-inch minimum thickness grid type gasket. Clamps shall be selected to fi t the outside diameter of the liner pipe . Minimum clamp widths shall be selected from the following table : 11 /02104; REVISED Oc t. 2007 ASC-16 ,;o PART DA -ADDITIONAL SPECIAL CONDITIONS OUTSIDE DIAMETER OF LINER PIPE (Inches) 5.375 7.125 8.625 10 . 750 or Greater MINIMUM WIDTH OF CLAMP (Inches) 12 15 18 30 In all excavc1t ions where the liner is not within the ex isting sanit9 ry sewer line (carrier pipe) cement stabilized sand bedding shall be installed. The liner must be anchored to prevent floating during installation . Visual inspection is required for approval of bedding before backfill is completed . 7. Testing of the Liner: Testing will be required after the liner has been installed in the existing sanitary sewer main. The first is a low pressure air test of the liner before it has been sealed in place at the manholes and before any service reconnections have been made to the liner. The purpose of this test is to check the integrity of the joints that have been made and to verify that the liner has not been damaged by inserting it into the sanitary sewer. a. Low Pressure Air Test Procedure : After a manhole-to-manhole section of sanitary sewer main has been sliplined and prior to any service lines be ing connected to the new liner, the liner shall be plugged at each manhole with pneumatic plugs. The design of the plugs shall be such that they will hold against the test pressure without requiring external blocking or bracing. One of the plugs shall have three (3) air hose connections; one for .the inflation of the plug, one for reading the air-pressure in the sealed line , and one for introducing air into the sealed line . Low pressure air shall then be introduced into the sealed line until the internal air pressure reaches 4.0 psig greater than the average back pressure resulting from any groundwater that may be over the pipe. At least two (2) minutes shall elapse to allow the pressure to stabilize. The time required for the internal pressure to decrease from 3.5 to 2.5 psig greater than the average back pressure resulting from any ground water that may be over the pipe, shall not be less than the time shown for a given pipe diameter in the following table : 11102/04; REVISED Oct. 2007 CARRIER PIPE OUTSIDE DIAMETER (Inches) 5.375 7.125 8.625 10.750 ASC-17 MINIMUM ELAPSED TIME (Minutes) 3 4 5 6 8 . PART DA -ADDITIONAL SPECIAL CONDITIONS 14 .000 18.000 7 8 Lines over 18 inches shall be approved for payment by Visual and T.V. Inspection in accordance with Special Condition D-38. Sealing Liner in Manholes: After the pipe has reached equilibrium the annular space between the liner and the existing sanitary sewer main must be sealed at each manhole with a chemical seal and nonshrink grout. Oakum soaked in Scotchseal 5600 or equal shall be placed in a band to form an effective water-t ight gasket in the annular space between the liner and the existing pipes in the manholes. The width of the band shall be a minimum of 12" or one-half the diameter of the pipe, whichever is greater. It shall be finished off with a non-shrink grout placed around the annular space from inside the manhole and shall not be less than 6" wide. The chosen method, including chemicals and materials, must be approved by the Engineer. The Contractor shall cut the liner so that it extends 4" into the manhole. The Contractor shall make a smooth, vertical cut and slope the area over the top of the exposed liner using non-shrink grout. The Contractor shall also use cementitious grout to form a smooth transition with a reshaped invert and a raised manhole bench such that neither the shape edges of the liner pipe, nor the concrete bench, nor the channeled invert shall exist to catch debris and create a stoppage. The invert of the manhole shall also be reworked (smoothed and built-up) to match the flow line of the new liner. The liner pipe shall be allowed to normalize to ambient temperatures, as well as recover from any imposed stretch, a minimum of 24 hours in the case of polyethylene, before being cut to fit between manholes and proceeding with reshaping and/or smoothing the manhole invert. 9. Pressure Grouting Annular Space between the Liner and Host Pipe: Once the liner pipe has reached equilibrium the annular space between the liner and the existing sanitary sewer main must be grouted to prevent the sewer main from floating and to properly bed the new wastewater carrier pipe. This project has two submerged lake crossing CIP sections constructed on piers. The installation of grout for these sections will require the wet taping of the existing CIP to establish injection and venting sites along the existing main. The spacing of these taps will be determined by the Contractor in order to prevent over pressurizing the new liner pipe during installation and curing. The Contractor shall develop a detailed grouting plan and grout mix design and submit it to the Engineer for review prior to commencing work. a. Drilling and Injection: 1. Injection holes shall be drilled through the CIP pipe wall at locations indicated in the appropriate detail(s). 2. Grout shall be injected through the holes under pressure with a suitable probe. Injection pressure shall not cause damage to the host pipe structure or new carrier pipe. Grout shall be injected through the lowest holes first. The procedure shall be repeated until the pipeline is internally sealed with grout. 11/02104; REVISED Oct. 2007 ASC-18 PART DA -ADDITIONAL SPECIAL CONDITIONS C. EXECUTION 1. Where sewer pipe is required to be installed under railroad embankments or under highways, streets or other facilities in other than open cut, construction shall be performed in such a manner so a:; to not interfere with the operation of the railroad, street , highway, or other facility, and so as not to weaken or damage any embankment or structure. During construction operations, barricades and lights to safeguard traffic and pedestrians shall be furnished and maintained, until such time as the backfill has been completed and then shall be removed from the site. 2. Pits and Trenches: I a. If the grade of the pipe at the end is below the ground surface, suitable pits or trenches shall be excavated for the purpose of conducting the jacking or tunneling operations and for placing end joints of the pipe . Wherever end trenches are cut in the sides of the embankment or beyond it, such work shall be sheeted securely and braced in a manner to prevent earth from caving in. b. The location of the pit shall meet the approval of the Engineer. c. The pits of trenches excavated to facilitate these operations shall be backfilled immediately after the casing and carrier pipe installation has been completed. 3. Boring and Jacking Steel Casing Pipe: Steel casing pipe shall be installed by boring hole with the earth auger and simultaneously jacking pipe into place. a. The boring shall proceed from a pit provided for the boring equipment and workmen . The holes are to be bored mechanically. The boring shall be done using a pilot hole. By this method an approximate 2-inch hole shall be bored the entire length of the crossing and shall be checked for line and grade on the opposite end of the bore from the work pit. This pilot hole shall serve as the centerline of the larger diameter hole to be bored. Other methods of maintaining line and grade on the casing may be approved if acceptable to the Engineer. Excavated material shall be placed near the top of the working pit and disposed of as required. The use of water or other fluids in connection with the boring operation will be permitted only to the extent required to lubricate cuttings. Jetting or sluicing will not be permitted . b. In unconsolidated soil formations, a gel-forming colloidal drilling fluid consisting of at least 10 percent of high grade carefully processed bentonite may be used to consolidate cuttings of the bit, seal the walls of the hole, and furnish lubrication for subsequent removal of cuttings and installation of the pipe immediately thereafter. c. Allowable variation from the line and grade shall be as specified under paragraph A.2. All voids · between bore and outside of casing shall be pressure grouted. 11102104; REVISED Oct. 2007 ASC-21 PART DA -ADDITIONAL SPECIAL CONDITIONS 4. Installation of Carrier Pipe in Casing: a. Sanitary sewer pipe located within the encasement pipe shall be supported by "skids" or "bands" to prevent the pipe and bells from snagging on the inside of the casing, and to keep the installed line from resting on the be ll s. b. All skids shall be treated with a wood preservative. Skids should extend for the full length of the pipe with the exception of the bell area and spigot area necessary for assembly unless otherwise specified. c. The Contr9 ctor shall prevent over-belling the pipe while installing it through the casing. A method of restricting the movement between the assembled bell and spigot where applicable shall be provided. d. At all bored, jacked, or tunneled installations, the annular space between the carrier pipe and casing shall be filled with grout. Care must be taken that not too much water is forced into the casing so as not to float the pipe. The backfill material will not be required unless specified on the plans and specified by the Engineer. e. Closure of the casing after the pipe has been installed shall be plugged at the ends of the casing as shown on the drawings or as required by the Engineer. (NOT APPLICABLE) 5. Boring and Jacking Ductile Iron Pipe without Casing Pipe: (NOT APPLICABLE) a. As indicated on drawings and as required and directed by the Engineer sewer shall be constructed of bore and jacked ductile iron pipe. b. When a casing pipe is not designated on the drawings, the contractor shall provide a casing pipe if necessary to achieve line and grade. Casing pipe shall be provided at no additional cost and shall be subsidiary to the cost bid for installation "By Other than Open Cut". c. Bore and jack in accordance with paragraph C.3., above. d. Short length of sewer consisting of a single pipe section may be installed by jacking without a bore hole if permitted by the Engineer and in soft soil layer. All voids outside of installed pipe shall be pressure grouted. 6. Tunneling: Where the characteristics of the soil, the size of the proposed pipe, or the use of monolithic sewer would make the use of tunneling more satisfactory than jacking or boring, or when shown on the plans, a tunneling method may be used, with the approval of the Engineer or railroad/highway officials. a. When tunneling is permitted, the lining of the tunnel shall be of sufficient strength of support the overburden. The Contractor shall submi t the proposed liner method to the Engineer for approval. The tunnel liner design shall bear the seal of a licensed professional engineer in the State of Texas. Approval by the Engineer shall not relieve the Contractor of the responsibility for the adequacy of the liner method . 11/02104; REVISED Oct. 2007 ASC-22 PART DA -ADDITIONAL SPECIAL CONDITIONS The proposed grout used shall contain a retarding agent td allow extended time for placement and it shall be designated as a non-shrink grout mixture . Additionally, the grout mix design shall include admixtures that effectively eliminate the absorption of excess water that will be in contact with the grout. The chosen method , including chemicals and materials, must be approved by the Engineer. The Contractor shall cut the liner so that it extends a minimum of 12-inches into the structure after removing any sections of the liner pipe that were externally scarred during installation. The Contractor shall make a smooth, vertical cut and slope th~. area over the top of the exposed liner using non-shrink grout. The Contractor shall also use cementitious grout to form a smooth transition with a reshaped invert and a raised manhole bench such that neither the shape edges of the liner pipe, nor the concrete bench, nor the channeled invert shall exist to catch debris and create a stoppage. The invert of the manhole shall also be reworked (smoothed and built-up) to match the flow line of the new liner . The liner pipe shall be allowed to normalize to ambient temperatures, as well as recover from any imposed stretch, a minimum of 24 hours in the case of polyethylene, before being cut to fit between manholes and proceeding with reshaping and/or smoothing the manhole invert. D. MEASUREMENT AND PAYMENT 1. Pipe Installation : Pipe installation will be measured for payment by the linear foot of pipe actually installed in the various diameters of sewers measured along the centerline of the sewer from centerline of manholes. Payment will be made for the quantities measured at the unit price per linear foot for the various sewer diameters listed . 2. Grouting Annular Space: Pressure Grouting the annular space will be measured for payment by the linear foot of grout applied along the length of the pipe as measured along the centerline of the sewer from manhole to manhole . Payment for grouting annular space is subsidiary to the unit price bid per linear foot of pipe installed. 3. Television Inspection and Cleaning: Television inspection shall include necessary cleaning (hydraulic jet or mechanical cleaner) to provide video image required for line analysis. The quantity of TV inspection shall be measured as the total length of pipe actually cleaned and televised. This contract requires the Contractor to TV inspect the sewer lines twice, once before and once after construction . Pre-. Cleaning and Television Inspection shall be paid at the Contract Unit Price for all pipe successfully cleaned and inspected by CCTV . The amount paid to the Contractor for Post Construction Television Inspection shall be the Unit cost times the length of pipe lined. 4. Obstructions: Obstructions such as roots, large offset joints, rocks, or other debris that would prevent passage or cause damage to pipe and must be removed or repaired before installing the pipe will be paid for at the Contract Unit Price per obstruction removal. Payment shall include all excavation and backfill costs, pipe replacement, surface restoration and appurtenant work required to complete each obstruction removal. Obstruction located within ten feet of each other shall be included in only one obstruction removal. Trench Safety System, if required, shall 11 /02104 ; REVISED Oct. 2007 ASC-19 PART DA -ADDITIONAL SPECIAL CONDITIONS be paid for at the Contract Unit Price. Contractor will not be paid for obstruction removal located at insertion pits. 5. Subsidiary Work: Any damage resulting to utilities and property, resulting repa irs, temporary service costs, etc. shall be borne by Contractor. Repair and/or replacement fences, sprinkler system piping, and other such restoration work resulting from Contractor activities shall be considered subsidiary to the cost of the project and no additional payment will be allowed. 6. Testing: All cost for testing the replacement pipe by a pressure method will be incidental to the instarlation. "' DA-6R PIPE INSTALLED BY OTHER THAN OPEN CUT (FOR INFORMATION PURPOSES ONLY -NOT ANTICIPATED IN THIS CONTRACT) A. GENERAL: 1. Furnish materials and necessary accessories, with strengths, thickness, coatings, and fittings indicated, specified and/or necessary to complete the work. 2. All excavation shall provide an open area conforming to the outside diameter of the casing and/or carrier conduit. The excavation shall be to an alignment and grade which will allow the carrier conduit to be installed to proper line and grade as shown on the Plans and as established in the Specifications . 3. Work shall be performed in accordance with the requirements of the City of Fort Worth Water Department, the Texas Department of Transportation, or Railroad Companies, as applicable. B. MATERIALS: 1. Casing Pipe: Casing pipe shall be steel conforming to ANSI B36.10 and the following: a. Field Strength: 35,000 psi minimum. b. Wall thickness: 0.312 in. minimum (0.5 for railroad crossings). c. Diameter: As shown on the drawings (minimum size requirements). d. Joints: Continuous circumferential weld in accordance with AWS D1 .1 . 2. Carrier Pipe in Casing: Carrier pipe shall be as shown on drawings and as specified in the General Contract Documents. 3. Sewer Pipe without Casing Pipe: Shall be minimum pressure class ductile iron pipe (Protecto 401 ), or as designated on the plans. 4. Grout: Grout shall be Portland Cement grout of min. 2000 psi compressive strength at 28 days. Proportioned not less than 1 cu. ft. of cement to 3 cu. ft. of fine sand with sufficient water added to provide a free-flowing thick slurry. 11/02104; REVISED Oct. 2007 ASC-20 - PART DA -ADDITIONAL SPECIAL CONDITIONS b. The space between the tunnel liner and the limits of excavation shall be pressure grouted or mud-jacked. C. Access holes for placing concrete shall be space at maximum intervals of 10 feet. D. MEASUREMENT AND PAYMENT: Installation of pipe by other than open cut will be measured by the linear foot of pipe, complete in place. Such measurement will be made between the ends of the pipe along the central axis as installed. The work performed and materials furnished as prescribed by this item will be paid for at the Contract Unit Price bid pe_~ linear foot for Pipe Installed by Other Than Open Cut of the type, size, and class of pipe specified as shown on plans. The furnishing of al l materials , pipe, liner materials required for installation, for all preparation, hauling and installing of same, and for all labor, tools, equipment and incidentals necessary to complete the work, including excavation, backfilling and disposal of surplus material shall be included in the Contract Un it Price as shown in the Bid Proposal. Payment shall not include pavement replacement, which if required , shall be paid separately . DA-7 TYPE OF CASING PIPE (FOR INFORMATION PURPOSES ONLY -NOT ANTIC/PA TED IN THIS CONTRACT) 1. WATER: The casing pipe for open cut and bored or tunneled section shall be AWWA C-200 Fabricated Electrically Welded Steel Water Pipe, and shall conform to the provisions of E1- 15, E1-5 and . E1-9 in Material Specifications of General Contract Documents and Specifications for Water Department Projects . The steel casing pipe shall be supplied as follows: A. For the inside and outside of casing pipe, coal-tar protective coating in accordance with the requirements of Sec. 2 .2 and related sections in AWWA C-203 . B. Touch-up after field welds shall provide coating equal to those specified above. C. Minimum thickness for casing pipe used shall be 0.375 inch. Casing Spacers (centering style) such as manufactured by Cascade Waterworks Manufacturing Company, Advanced Products and Systems, Inc., or an approved equal shall be used on all non- concrete pipes when installed in casing. Installation shall be as recommended by the manufacturer. 2. SEWER: Boring used on this project shall be in accordance with the material standard E 1-15 and Construction standard E2-15 as per Fig. 110 of the General Contract Documents. 3 . PAYMENT: Payment for all materials, labor, equipment, excavation, concrete grout, backfill, and incidental work shall be included in the unit price bid per foot. 11102/04; REVISED Oct. 2007 ASC-23 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-8 SERVICE LINE POINT REPAIR/ CLEANOUT REPAIR (OMITTED) DA-BA LARGE DIAMETER SEWER MAIN POINT REPAIR A. GENERAL : The work covered by this item consists of furnishing all labor, material, equipment, supervision, etc. necessary to construct a point repair on the portion of a 24- inch and larger sanitary sewer main located within a utility easement, street right-of-way or on private property. Point repairs on private property shall only be addressed after the Contractor has received written permission from the property owner to do the work. The Contracter shall keep a record copy of all Right-of-Entry forms""obtained and have it on hand at all times during construction . The point repair for M-2448 is located about 40 to 60 feet from the Lake Arlington shoreline under approximately 8 feet of water. It shall be the Contractors responsibility to accurately field locate the damaged pipe and exactly define the limits of point of repair. The primary break is approximately 4.5 feet long and roughly 16-inches wide in a section of 36-inch RCP lying partially buried on the lake bed. The wall thickness of this pipe at the break is approximately !'2 inch thick due to historical pipe corrosion. Several other pipe sections adjacent to this sewer break are also in very poor condition. The recommended point repair will be approximately 30 foot in length. The Contractor can attempt and underwater point repair or construct a temporary coffer dam using sheet pilings or the PortaDam system (or equal) in order to isolate the sewer main break and dewater the existing surcharged sewer. If an underwater repair is made, the Contractor shall submit a detailed plan of the repair, including materials, methods, how the point repair will be sealed. Additionally, the Contractor will have to provide redundant flow control devices (temporary plugs) downstream of this area in case the point repair does not hold sufficiently in order to install the new pipe by slip lining. B. MATERIALS: The pipe replacement material shall be gasketed joint pipe material as recommended by the Contractor and Manufacturer. These materials must be on the City of Fort Worth's approved materials list, unless a written variance for new materials is requested and approved by the City prior to construction. Installation shall be in strict compliance with the manufacturer's recommendations. The method of jointing the ends of the replaced pipe with the existing pipe shall be water tight. C. EXECUTION: 1. After the location of the point repair is determined, the Contractor shall excavate and remove the damaged pipe and replace with new pipe. The minimum length of pipe (Point Repair) replaced shall be ten ( 10) feet. The Contractor shall determine whether additional lengths of line beyond "minimum length" criteria need replacement; report their findings to the City and obtain approval before proceeding with any additional repairs. · 2. The Contractor shall excavate, shape the bottom of the trench and place the required pipe bedding so that the grade of the replaced pipe closely matches the primarily established pipeline grade for the overall pipe segment. If localized sags 11/02104; REVISED Oct. 2007 ASC-24 PART DA -ADDITIONAL SPECIAL CONDITIONS in the existing pipeline are found , the contractor shall perform sag adjustments as necessary to re-establish a uniform pipeline grade in the general vicinity of the point r epair. 3. The Con t ractor shall subm it shop drawings on all materials and equipment to be installed. 4 ) The Contractor is responsible for obtaining right of entry from the property owners prior to performing any work. Property owners should be notified 48 hours in advance of any work on their property. 5) The Contractor shall restore any ei'isturbed surface to its original or better cond ition at no separate pay. 6 . Removal of Debris : Excess excavated material and debris are to be removed from the work site daily. Cost of hauling excess excavation and debris is to be included in the price bid for "Large Diameter Sewer Main Point Repair". D. MEASUREMENT AND PAYMENT: 1. Payment for Large Diameter Sewer Main Point Repair shall be on a lump sum unit price basis for each repair performed on all sizes of the sewer mains for the respective depths . For this project, the Contractor is required to install up to 30 linear feet of pipe replacement for the unit price stated in the Contract Documents. The minimum length of a main line point repair shall be ten (10) feet. 2. Measurements for extra length repairs will be based on a centerline length along the pipe and paid for on a lump sum basis for each 1 O LF point repair lengths beyond the 30 foot replacement length anticipated on this project. 3. All pipe fittings, adapters , concrete collars , bedding, and removal and replacements of grass sodding required shall be considered incidental to service line point repair. 4 . If no pay item is included for any work required to properly complete the sewer main point repair as specified , the cost to perform said work , including any required removal and replacement of materials, shall be considered incidental to the point repair work . 5. Depth of Bury is to be measured from Natural Ground Level to the Flow Line of the · Sanitary Sewer Service Line at the Point of Replacement. The minimum trench width shall be 3'-0". 6 . All excavation, backfill , removal and replacement of grass sodding and landscaping, plugs, fittings , and splash pads shall be considered incidental to removal of yard drains , disconnecting roof drains and plugging disconnected service lines . 7. No separate payment w ill be made for the Contractor to obtain written permission to enter private property. · 11102/04; REVISED Oct. 200 7 ASC-25 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-9R PROTECTIVE MANHOLE COATING FOR CORROSION PROTECTION A. GENERAL: 1. Scope: Th is section governs all work, materials and testing required for the application of interior protective coating . Structures designated to receive interior coating are listed on the construction drawings. The structures are to be coated, including interior wall , top and bench surfaces . Protective coating for corros ion protection shall meet the requirements of this Specification (and items OA-14 and DA-15) and the Manufacturers recommendations and specifications . ~ ~ 2. Description : The Contractor shall be responsible for the furnishing of all labor, supervision, materials, equ ipment, and testing required for the completion of protective coating of structures in accordance with manufacturer's recommendations. 3. Manufacturer's Recommendations: Materials and procedures utilized for the lining process shall be in strict accordance with manufacturer's recommendations . 4. Corrosion Protection: Corrosion protection may be required on all structures where high turbulence or high H2S content is expected. B. MATERIALS: 1. Scope: This section governs the materials required for completion of protective coating of designated structures. 2. Protective Coating: The protective coating shall be a proprietary two component, 100 percent solids, rigid polyurethane system designated as Spray Wall as manufactured by Sprayroq, Inc. or a two-part epoxy resin system using 100% solids based epoxy binder with fibrous and flake fillers, is manufactured by Raven Lining systems and designated as Raven 405. 3 . Specialty Cement (If required for leveling or filling): The specialty cement-based coating material shall be either Quadex QM-1 s as manufactured by Quadex, Inc. or Reliner MSP as manufactured by Standard Cement Materials. 4 . Material Identification : The protective coating material sprayed onto the surfa ce of the structure shall be a urethane or epoxy resin system formulated for the application to a sanitary sewer environment. The spray system shall exhibit the minimum physical properties as follows : Property Tensile Strength Flexural Stress Flexural Modulus Standard ASTM 0-638 ASTM D-790 ASTM 0-790 Long Term Value 5,000 psi 10,000 psi 550 ,000 psi 5. Mixing and Handling : Mixing and Handling of specialty cement material and protective coating material, which may be toxic under certain conditions shall be in 11 /02/04 ; REVISED Oct. 2007 ASC-26 PART DA -ADDITIONAL SPECIAL CONDITIONS accordance with the recommendations of the manufacturer and in such a manner as to minimize hazard to personnel. It is the responsibility of the Contractor to provide appropriate protective measures to ensure that materials are under control at all times and are not available to unauthorized personnel or animals . All equipment shall be subject to the approval of the Engineer. Only personnel thoroughly familiar with the handling of the coating material shall perform the spray coating operations and coating installations . C . EXECUTION: 1 . General : Protective coating shall_.not be installed until the structure is complete and in place. 2. Preliminary Repairs : a. All foreign materials shall be removed from the interior of the structure using high pressure water spray (3500 psi to 4000 psi at spray tip). b. All. unsealed lifting holes, unsealed step holes, and voids larger than approximately one-half (1/2) inch in thickness shall be filled with patching compound as recommended by the material supplier for this application. c. After all repairs have been completed, remove all loose material. 3 . Protective Coating: a. The protective coating shall be applied to the structure from the bottom of the frame to the bench, down to the top of the trough. The top of the structure shall also be coated. b. The protective coating shall be installed in accordance with the manufacturer's recommendations and the following procedure. 1) 2) 3) 4) 5) 11/02104; REVISED Oct. 2007 The surface shall be thoroughly cleaned of all foreign materials and matter. Place covers over the invert to prevent extraneous material from entering the sewers. If required for filling or leveling, apply specialty cement product to provide a smooth surface for the coasting material. Spray the urethane or epoxy onto the structure wall and bench/trough to a minimum uniform thickness of 125 mils (0.125 inches). Thickness to be verifiable through the use of methods acceptable to the Engineer. After the walls are coated, the wooden bench covers shall be removed. The final application shall have a minimum of three (3) hours cure time or be set hard to the touch, before being subjected to active flow . ASC-27 PART DA -ADDITIONAL SPECIAL CONDITIONS 6) No applications shall be made to frozen surfaces or if freezing is expected to occur inside the structure within 24 hours after application . 4. Testing of Rehabilitated Manholes : Testing of rehabilitated manholes for watertightness shall be performed by the Contractor after operations are complete in accordance with the Section 0-36 -VACUUM TESTING OF SANITARY SEWER MANHOLES . D. MEASUREMENT AND PAYMENT: Payment shall be based on the Contract Unit Price Bid per vertical foot, measured from the bottom of the frame to the top of the bench. T he ~ontract Unit Price shall be payment in full for performing the work and for furnishing all labor, supervision , materials , equipment and material testing required to complete the work. Pressure grouting, if necessary to stop active infiltration prior to application of the protective coating, shall be included in the above unit price . Grouting of the pipe seals, bench and trough, and lower portion of a particular structure, if required by the Engineer, shall be considered as subsidiary to the contract unit price bid for interior protective manhole coating . DA-10R MANHOLE REHABILITATION (FOR /NFORMA TION PURPOSES ONLY) A. GENERAL 1. Scope . This · section covers the rehabilitation of sanitary sewer manholes and other appurtenances in accordance with the Manhole Rehabilitation Details in the specifications . The rehabilitation requirements for each manhole are listed in the Manhole Rehabilitation Schedule in the specifications . Manhole rehabilitation includes repairing, replacing, or restoring manhole frame & cover, frame seal, chimney, corbel, wall, bench, invert and/or pipe seal(s). The Contractor shall furnish all labor, superv1s1on, materials, equipment and testing required to complete the rehabilitation of the manholes listed in these Con t ract Documents. 2. General: Contractor is responsible for locating all manholes scheduled for rehabilitation . Contractor shall notify City Engineer if a manhole cannot be located. Contractor shall contact City Engineer to determine if materials removed from rehabilitated manholes will remain the property of the Owner. If so, Contractor shall coordinate when and where to deliver salvaged material to the Fort Worth Water Department. If not, Contractor shall be responsible for disposal of material. Contractor shall provide watchmen, barricades and warning signs to protect his workers, inspectors, and the public. Contractor shall, at no additional cost to the Owner, replace any portion of an existing manhole that is damaged during rehabilitation of the manhole. Contractor shall provide necessary means to prevent wastewater flow from contacting material used for rehabilitation prior to fully curing . Loose and broken brick and mortar shall be removed immediately from the manhole to eliminate the possibility of pieces entering the sewer lines. 3. Submittals: 11/02104; REVISED Oct. 2007 ASC-28 PART DA -ADDITIONAL SPECIAL CONDITIONS a. Product Information. Contractor shall submit manufacturer's information on products proposed to be used that are not specifically named in the Contract Documents . b. Personnel Qualifications. Prior to starting manhole coating , Contractor shall submit qualifications of personnel that will be performing wall repa irs and coating procedures. Proposed personnel shall verify certification within the last two years by the coating manufacturer and ve rify working on at least three projects with sim ilar coating within the previous 12 months . c . Work Schedule . Priqr to beginning work on bench and invert replacemE;')nts , complete manhole replacements, or construction of new maintenance manholes, Contractor shall submit for review by Owner's Representative a plan for maintain ing wastewater flow without any interruptions . Contractor shall maintain wastewater flow at all times. 4 . Quality Assurance . Contractor will be responsible for all testing laboratory services in connection with data required for review of materials proposed to be used in the Work. Contractor shall obtain Engineer's acceptance of the testing laboratory before having services performed and shall pay for all costs for testing . Owner may, at his discretion, perform quality control tests on materials during and after their incorporation in the Work. If any of these tests fail , Contractor will be responsible for correcting situation and shall pay for any retest. All costs for quality assurance testing will be subs idiary to the Work. 5. Delivery, Storage, and Handling .. Upon delivery, all material shall immediately be stored and protected until installed in the Work. All material shall be labeled and stored in accordance to the manufacturer's recommendations and all local, state, and federal regulations. 6. Testing . All rehabilitated manholes shall be tested in accordance with Section D-63 . B. MATERIALS 1. Cleaners : 2. Water Cleaners Wall, Bench, Trough, Grouting, and Pipe Seal Repa ir Hydraulic Cement Quick-setting Mortar Urethane Gel Grout Cementitious Grout Material Act ivated Oakum Clean and free from deleterious substances. Detergent, muriatic acid or approved equal. Strong-Seal Plug, Penny Grout, IPA "Octocrete", or approved equal. Strong-Seal QSR , Rapid Set , or approved equal. Scotch-Seal "5610 and 5612" or approved equal. Sauereisen Cements "F-100 Grout" or approved equal. 3M Scotch Seal "5600" or approved equal. Two-Part Epoxy Adhesive Coating American Chemical Corp . "Aquatapoxy" or approved equal. 11/02104 ; REVIS ED Oct. 200 7 ASC-29 PART DA -ADDITIONAL SPECIAL CONDITIONS Concret e Bonding Agent Concre te 3. External Manhole Coating Coal Tar 4 . 5 . 6 . 7 . 8. Internal Manhole Coatings Non-cementitious Cementitious Frames, Covers, and Inserts Manhole Frames and Covers Watertight Manhole Frames and Covers Manhole Insert -Polyethylene Manhole Insert -Stainless Steel Fiberglass Manhole Liner PVC Lined Concrete Wall Reconstruction Joint Material Adjustment Rings Bitumastic Gasket Material Bitumastic Trowelable Material 9. Miscellaneous Root inhibitor C. EXECUTION ThoroSeal "Acryl 60" or approved equal. Material in accordance with City of Fo rt Worth Water Department General Contract Documents . Tnemec "46-450 Heavy Tnemecol", Kop Coat "Bitumastic Black Solution", or approved equal. Sprayroq "Spray Wall" or Raven 405 . Standard Cement Materials "Reliner MSP" or Quadex "QM-1 s". McKinley "Type N with indented top", Neenah "R 1726A", or approved equal. Neenah "R1915-E , Type L" or approved equal. Corrosion-proof high density polyethylene , 1/8" thick in accordance with Fort Worth Water Department General Standards E100- 4. Southwestern Packing & Seals, In c ., "Tetherlok". Material in accordance with Section DA-15 of these specifications. Material in accordance with Section DA-16 of these specifications . Single-piece , precast concrete , AST M C478, 2" min . thickness. RAM-NEK, EZ-STIK or approved equal. GS-702 compound or approved equal. Dichlobenil 2,6 -dichlorobensonitrile, or approved equal. 1. Inspection. Prior to beginning the Work on a manhole, the Contractor shall inspect the manhole and notify City Engineer if actual conditions are in conflict with Manhole Rehabilitation Schedule. After City Engineer revises schedule, Contractor shall commence with Work. 2. Manhole Rehabilitation Repairs . Each manhole listed in the Manhole Rehabili t ation Schedule will be repaired with at least one of the following repair methods. The 11102104; REVISED Oct. 2007 ASC-30 PART DA -ADDITIONAL SPECIAL CONDITIONS requirements for each repair shall be completed as described in this section and as indicated on the Manhole Rehabilitation Details in the specifications. a . Cover/Frame/Frame Seal Replacement. 1) Paved Areas: Make square full depth saw cut and remove the pavement to expose the entire manhole frame and exterior of manhole a minimum of 6 inches below the top of the structurally sound structure, keeping trench sides as vertical as possible. Remove the pavement by breaking out from saw cut toward the manhole to avoid breaking the frame. -~ Non-paved Areas: Excavate adjacent to the manhole to expose the entire frame to a minimum depth of 6 inches below the top of the structurally sound structure, keeping trench sides as vertical as possible. Limit excavation to a 6-foot by 6-foot working area . 2) Remove and replace the existing frame, cover, and sealing material. Furnish bolt down frame and cover, if required by Manhole Rehabilitation Schedule in the Specifications. If grade rings are broken, deteriorated, or loose, Contractor shall notify Engineer prior to placing manhole frame. Also, if manhole contains brick grade adjustments on top of concrete corbel or chimney, Contractor shall replace the brick grade adjustments with precast concrete rings in accordance with manhole grade ring replacements. 3) Clean exposed interior and exterior surfaces of the existing chimney and inspect for reuse. Wire brush and apply a concrete bonding agent and quick setting hydraulic cement to the top surface of the manhole to provide a smooth surface prior to installing new grade rings and bitumastic material. 4) Surfaces between the frame, adjustments, and corbel sections shall be free of dirt and debris. Bitumastic gasket material (minimum 12 inch thick) shall be placed in two concentric rings along the inside and outside edge of each joint or use bitumastic trowelable material. Butt joints of the two rows of bitumastic material shall be positioned opposite of each other. No steel shims, wood, stones, or any material not specifically accepted by the Engineer may be used to obtain final surface elevation of the manhole frame. 5) In paved areas, frames shall be installed so the top of the casting will conform to the slope and finish elevation of the paved surface. Allowances for the compression of the bitumastic material shall be made to assure a proper final grade elevation. Manhole rims in parkways, lawns, or other improved lands shall be at an elevation not more than one (1) inch nor less than one-half (1/2) inch above the surrounding ground. Backfill shall provide a uniform slope from the manhole frame for not less than three (3) feet each direction to existing ground elevations. 6) In drainage areas, frames shall be installed so the top of the casting will be at the same elevation that existed prior to rehabilitating the manhole. 11102/04; REVISED Oct. 2007 ASC-31 PART DA -ADDITIONAL SPECIAL CONDITIONS 7) If the inside diameter of the manhole is too large to safely support new grade adjustments or frame, the corbel shall be replaced or a flattop installed prior to placing frame . 8) The exposed, exterior surfaces of manhole corbel, chimney, and frame shall be wire brushed and coated with two coats of coal tar , 14 mils OFT. The grade adjustments shall be wrapped with a 6 mil polyethylene sheet. 9) In unpaved areas, backfill with excavated material and compact with mechanical equipment. In paved areas, backfill with granular mate rial meeting requirements ot Item 402 and Section E1-2 to the limits as shown on figures in Section H. 10) A concrete collar shall be constructed in accordance with Figure 121. Concrete collars will be required on rehabilitated manholes and new replacement manholes as listed in the manhole rehabilitation sched ule . Construction of concrete collar will be paid for separately for each manhole and shall include surface restoration (including seeding/sodding) and permanent pavement repair. Repair of pavement outside of 4 foot by 4 foot concrete collar shall be equal to or superior in composition , thickness, etc., to existing pavement and/or as detailed in the Transportation and Public Works Department typical sections for Pavement and Trench Repair for Utility Cuts, Figures 1 through 5. Non-standard concrete collars shall be constructed at locations authorized by the Engineer. b. Reseating/Sealing of Existing Frame -Work shall be done in accordance with Section D-27, with the exception that the existing frame shall be reused. The frame and cover shall be inspected for any defects and notify the Owner's representative if it is damaged or deteriorated. All scale, dirt, and debris shall be removed from the existing casting with a wire brush. c. Grade Adjustment -All Work shall be done in accordance with Section D-27, with the exception that the exi~ting frame shall be raised or lowered to surrounding surface elevations in accordance with the Grade Adjustment Detail. 1) In brick manholes, remove and replace the defective chimney up to a maximum of 24 inches below the frame. If chimney is defective below 24 inches, Contractor shall notify Engineer prior to completing manhole rehabilitation. 2) Existing defective concrete grade ring adjustments and all brick or block adjustments shall be replaced with precast concrete adjustment rings. d. Where partial manhole replacement is required on the Manhole Rehabilitation · Schedule, the following shall apply: 11/02104; REVISED Oct. 2007 1) The extent of partial manhole replacement shall be based on the depth of deterioration as determined by the Owner's Representative. The remaining structure shall be capable of supporting the newly constructed portions of the manhole . ASC-32 PART DA -ADDITIONAL SPECIAL CONDITIONS 2) Excavate the work area to expose the entire depth of deterioration in the existing manhole to a minimum depth of 6 inches below the top of structurally-sound structure . 3) Perform reconstruction to allow easy access into the manhole. No more than 12 inches of depth of precast concrete grade adjustment rings shall be allowed to obtain proper grade. Perform reconstruction in accordance with the Partial Manhole Replacement Detail. co 4) Seal manhole joints in accordance with Section p-27. 5) Precast corbel, or barrel sections may be used as necessary. The diameter of the precast sections shall be consistent with the existing remaining structure. Place a flattop section on existing manhole structure prior to setting precast sections. Flattop sections shall not overhang existing manhole structures by more than 6 inches. If the clearance from the underside of the proposed flattop to the manhole invert is less than 4 Yi feet, the manhole shall be completely replaced. 6) Partial Manhole Replacement shall also include replacement of frame, cover, and sealing of frame and grade adjustments. 7) Remove all debris from reconstruction from the manhole and dispose of properly. e. Interior Manhole Coating -Interior manhole coating shall meet the requirements of Section DA-12, DA-13, DA-14, DA-15, DA-16 and DA-17 . f. Bench and Invert Rehabilitation 1) Remove existing deteriorated bench and invert material to solid material. Care shall be taken to avoid allowing broken pieces of brick and mortar to enter the sewer lines. 2) Apply concrete bonding agent and quick setting concrete to form a smooth surface and continuous invert with the sewer pipe. New bench and invert shall be formed in accordance with repair Bench and Invert Rehabilitation Detail. g. Bench and Invert Replacement 1) Remove the existing bench and trough completely. If the existing trough is formed of sewer pipe laid continuously through the manhole, special care shall be taken to ensure that the pipe seal and the sewer pipe to remain is not damaged. Contractor shall, at no additional cost, replace any portion of the existing manhole or sewer pipe to remain that is damaged during bench and invert replacement. 2) Install new bench and trough with · Class A concrete in accordance with repair detail. Surface shall be troweled smooth and the invert of the trough shall form a continuous smooth flow path from pipes entering the manhole 11102/04; REVISED Oct. 2007 ASC-33 PART DA -ADDITIONAL SPECIAL CONDITIONS to where they exit. The bench and invert shall form a watertight seal with the manhole wall , pipe , and bench/trough area. 3) If the manhole base is deteriorated or nonexistent, the minimum thickness of the bench/trough shall be six inches. h. Removal of Existing Manhole -Work shall be conducted as specified in Section D- 29. i. Construct New Manhole "' 1) Completely remove the existing manhole structure. 2) Construct new manhole in accordance with Section D-27 of these specifications. Connect to existing sewers using flexible couplings. 3) Contractor shall maintain existing wastewater flows at all times. Contractor shall submit a plan for maintaining wastewater flows to the Engineer prior to beginning work . j. Pressure Grout Pipe Seals, Bench and Trough, and Lower Portion of Manhole 1) All work shall be done in accordance with Section DA-19 of these specifications . 2) Remove all foreign materials from the manhole walls around the pipe seal and within the pipe seal itself, including all loose and protruding brick, mortar and concrete. Stop active leaks using products specifically for that purpose. 3) Remove deteriorated area of the pipe seal to sound material. Apply bonding agent to area and place hydraulic cement to fill voids to form a watertight seal around pipe. 4) Drill holes around the pipe seal, bench/trough and lower portion of the manhole and inject urethane gel grout into holes in accordance with repair detail. Activated oakum rope shall be used to fill the injection hole after removal of the grouting probe. Patch the injection hole with hydraulic cement and apply a water resistant two-part epoxy coating to the patch. Clean all grout from interior of manhole. k. Manhole Step Removal -Remove existing manhole steps and fill voids with hydraulic cement in accordance with repair detail. I. Patch Holes -Clean and remove loose debris from holes to be patched . Apply bonding agent to surface of holes and fill voids with hydraulic cement in accordance with repair Patch Holes Detail. m. Watertight Manhole Insert -Install watertight gasketed manhole inserts as specified in Fort Worth Water Department Standard E100-4. 11102104; REVISED Oct. 2007 ASC-34 - PART DA -ADDITIONAL SPECIAL CONDITIONS n. Grout Flattop to Wall Joint -Injection holes shall be drilled through the manhole at 90 degree angles from each other within 4 inches of the bottom of the flattop. Provide additional holes near observed defects, if necessary. Urethane gel grout shall be injected through the holes under pressure with a probe designed for this purpose . Injection pressure shall not cause damage to the manhole structure or surrounding surface features . Grouting from the ground surface will not be allowed . Grout travel shall be verified by observation of grout at defects or adjacent injection holes . Provide additional injection holes, if necessary, to ensure grout travel. Injection holes shall be cleared with a drill and patched with a waterproof quick setting mortar. The flattop to wall joint shall be pressure washed, clecmed, filled with a non-shrink grout, and finished smoot~,. o . Fiberglass Manhole Insert -Work shall be conducted as specified in Section DA-18 . . p. PVC Lined Concrete Wall Reconstruction -Work shall be conducted as specified in Section DA-19 . q . Point Repair to Replace Sewer Line , 6"-15" Diameter -This item shall apply at those locations indicated in the Manhole Rehabilitation Schedule and those additional locations authorized by the Engineer. The Contractor shall excavate adjacent to the manhole to uncover the damaged sewer pipe. This pipe shall be carefully removed from the manhole to the first sound joint (maximum of 5 feet) of pipe. This pipe shall be replaced with SOR 35 PVC pipe of the same nominal size. This pipe shall be connected to the existing sewer using flexible connectors approved by the City. The connection of the new pipe to the manhole shall be made using flexible gaskets meeting the requirements of ASTM C-923, grouted into the manhole wall using non-shrink grout. Embedment material shall be installed around the pipe up to the pipe springline. Backfill material conforming to City specifications shall be placed and compacted as required. This item shall include surface restoration and permanent pavement repair. r. Bypass Pumping -The Contractor shall furnish and operate pumping equipment and piping as required for bypass pumping necessary to complete any manhole replacement or rehabilitation work as no additional cost to the City. D. MEASUREMENT AND PAYMENT 1. Frame and Cover Replacement: Payment for installation of new manhole frames and covers shall be based on the Contract unit price and the actual quantity installed. The Contract unit price shall be full payment for the new manhole frame and cover, excavation, installation of the manhole frame and cover, minor grade adjustment, backfill, and demolition and disposal of waste materials . 2. Grade Ring Replacement: Payment for installation of new grade rings shall be based on the Contract unit price and the actual quantity of new grade rings installed. The Contract unit price shall be full payment for the new grade rings . All costs for installing and sealing grade rings shall be included in the applicable Contract unit price for sealing of frame and grade rings. 3. Paved Frame and Grade Adjustment Sealing : Payment for sealing manhole frames and grade adjustment rings in paved areas shall be based on the Contract 11102104; REVISED Oct. 2007 ASC-35 PART DA -ADDITIONAL SPECIAL CONDITIONS un it price and the actual number of manholes where sealing of the manhole frame and/or grade adjustments in paved are required. The Contract unit price shall be full payment for excavation , pavement removal , sealing materials, installation of grade rings , sealing , minor grade adjustment , backfill , and demolition and disposal of waste materials. 4 . Non-Paved Frame and Grade Adjustment Sealing: Payment for sealing manhole frames and grade adjustment rings in non-paved areas shall be based on the Contract unit price and the actual number of manholes where sealing of the manhole frame and/or grade adjustments in non-paved are required . The Contract unit g__r ice shall be full payment for excavation , sealing materials, installation of grade rings, sealing , minor grade adjustment , backf ill, surface restoration , and demolition and disposal of waste materials. 5. Interior Manhole Coating: Payment for interior manhole coating shall be based on the Contract unit price where interior manho le coating is applied. The Contract un it price shall be full payment for surface preparation, interior coating of the corbel , wall and bench, and cleanup . 6. Pressure Grout Pipe Seals, Bench and Trough , and Lower Portion of Manhole: Payment for grouting pipe seals , bench and trough, and lower portion of the manhole shall be based upon the Contract unit price and the actual quantity of manholes where pipe seals, bench and trough and lower portion of the man hole were grouted. The Contract unit price shall be full payment for the preliminary repairs, rehabilitating the pipe seals, grout material, installation of the grout materials and cleanup . 7. Bench and Invert Rehabilitation~ Payment for bench and invert rehabilitation shall be based upon the Contract unit price and the actual number of manholes where the bench and invert were rehabilitated. The Contract unit price shall be full payment for materials and bench and invert rehabilitation. 8 . Bench and Invert Replacement: Payment for bench and invert replacement shall be based upon the Contract unit price and the actual quantity of manholes where the bench and invert were replaced . The Contract unit price shall be full payment for materials, installation of materials, and demolition and disposal of waste materials. 9. Patch Holes: Payment for patching holes shall be based upon the Contract unit price and the actual number of manholes that were patched . The Contract unit price shall be full payment for surface preparation , patching of the holes , and cleanup . This item is allowed for payment only when it is included in the Ma nhole Rehabilitation Schedule . Patching holes prior to interior coating of manholes is not a pay item. 1 O. Manhole Step Removal: Payment for manhole step removal shall be based upon the Contract unit price per manhole and the actual number of manholes that had steps removed . The Contract unit price shall be full payment for removal and disposal of the steps and patching of the voids created by step removal. 11. Watertight Manhole Insert: Payment for watertight manhole inserts of the respect ive type shall be based upon the Contract unit price and the actual number 11102104; REVISED Oct. 2007 ASC-36 PART DA -ADDITIONAL SPECIAL CONDITIONS of inserts of each type installed . The Contract unit price shall be full payment for the watertight manhole insert and installation of the insert in the manhole. 12 . New Sanitary Sewer Manhole: Payment shall be made as indicated in Measurement and Payment, Section 0-27 in these specifications. This item shall include up to five (5) linear feet of new PVC pipe at each manhole pipe connection and connecting to the existing sewer. 13. Concrete Manhole Collars: a. Paved Areas. Payment for manhole collars in paved areas shall be based on the Contract unit price and the actual quantity installed . The Contract unit price shall be full payment for labor, materials , pavement sawing, excavating, disposal of waste materials . Payment shall not include pavement replacement, which if required, shall be paid separately. b . Non-Paved Areas. Pavement for manhole collars in non-paved areas shall be based on the Contract unit price and the actual quantity installed. The Contract unit price shall be full payment for labor, materials, excavation, disposal of waste materials, and surface restoration. 14. Partial Manho le Replacement: Payment for partial manhole replacement shall be based on the Contract unit price per vertical foot measured from the top of the frame to the top of the structurally sound existing manhole. The Contract unit price shall be full payment for furnishing all labor and materials necessary, including excavation and removal of the existing structure, replacement of the frame and cover, installation of new adjustment rings, flattop, corbel or wall sections, sealing, backfilling, and unpaved surface restoration. Payment shall not include pavement replacement, which if required, shall be paid separately. 15. Interior Corrosion Protection : Payment shall be made as indicated in Measurement and Payment, Section DA-9 in these specifications. 16. Grout Flattop to Manhole Wall Joint: Payment for grouting the flattop to manhole wall joint shall be based upon the Contract unit price and the actual number of joints grouted. The Contract unit price shall be full payment for all material, labor and cleanup required to complete each joint grouting. 17. Fiberglass Manhole Insert~ Payment shall be made as indicated in Measurement and Payment, Section DA-18 in these specifications. 18. PVC Lined Concrete Wall Reconstruction: Payment shall be made as indicated in Measurement and Payment, Section DA-19 in these specifications. 19 . Point Repair to Replace Sewer Line, 6" -15" Diameter: Payment for each point repair shall be based upon the Contract unit price for each manhole connection actually repaired. The Contract unit price shall be full payment for all material, labor, and cleanup required to complete each manhole connection repair. 20. Flattop Replacement: Payment for each flattop replacement shall be based on the Contract unit price for each flattop actually replaced . The Contract unit price shall be payment in full for all labor, material, and cleanup required to complete each 11/02104 ; REVISED Oct. 2007 ASC-37 PART DA -ADDITIONAL SPECIAL CONDITIONS flattop replacement. Payment for frame and cover repla·cement , grade rings , sealing, and concrete manhole collar as required to complete the manhole rehabil itat ion will be pa id for separately at the applicable Contract Unit Prices. 21 . Bypass Pumping: All bypass pumping shall be a subsidiary obligation of the Contractor. All costs for bypass pumping shall be included in the Contract unit price for the items requiring bypass pumping. DA-10A SEWER JUNCTION STRUCTURE REHABILITATION A. GENERAL 1. Scope . This section covers the rehabilitation of sanitary sewer junction structure located on M-2448 at Sta. 130+34 and other appurtenances in general accordance with the Manhole Rehabilitat ion Details in the specifications, as excepted in this specifications and noted on the plans . The rehabilitation requirements for th is structure includes repairing , replacing, or restoring access doors (Sileo), frame & cover, frame seal, wall, bench, invert, pipe seal(s) and the two internal flow control devices ("stop log" channels). The Contractor shall furnish all labor, superv1s1on, materials, equipment and testing required to complete the rehabilitation of this structure, including cleaning and bypass pumping as necessary. 2. General: Contractor is responsible for developing a method to rehabilitate or replace the existing flow control devices in this structure with minimal structural modifications. As part of this process, the Contractor shall determine the existing structural integrity of this junction structure by non-destructive testing. Metal probes will be allowed to be used to gauge softness of existing concrete surfaces; however, excessive damage resulting from probe tests will be repaired at the Contractor's expense with no additional compensation allowed. The Contractor shall fabricate a steel plate designed to fit the new flow control devices which effectively provides a water-tight seal in the structure to prevent wastewater flows from passing through downstream. Contractor shall contact City Engineer to determine if materials removed from rehabilitated manholes will remain the property of the Owner. If so , Contractor shall coordinate when and where to deliver salvaged material to the Fort Worth Water Department. If not, Contractor shall be responsible for the proper disposal of waste materials . Contractor shall provide watchmen, barricades and warning signs to protect his workers , inspectors, and the public. Contractor shall, at no additional cost to the Owner, replace any portion of an existing manhole that is damaged during rehabilitation of the manhole. Contractor shall provide necessary means to prevent wastewater flow from contacting material used for rehabilitation prior to fully curing. Loose and broken brick and mortar shall be removed immediately from the junction structure to eliminate the possibility of pieces entering the sewer lines. 3. Submittals : 11/02104; REVISED Oct . 2007 ASC-38 PART DA -ADDITIONAL SPECIAL CONDITIONS a. Product Information. Contractor shall submit manufacturer's information on products proposed to be used that are not specifically named in the Contract Documents . b. Personnel Qualifications. Prior to starting structure coating , Contractor shall submit qualifications of personnel that will be performing wall repairs and coating procedures. Proposed personnel shall verify certification within the last two years by the coating manufacturer and verify working on at least three projects with similar coating within the previous 12 months. c. Work Schedule. Prior to beginning wor,k on bench and invert replacements, complete manhole replacements, or cons.truction of new maintenance manholes, Contractor shall submit for review by Owner's Representative a plan for maintaining wastewater flow without any interruptions. Contractor shall maintain wastewater flow at all times during structure rehabilitation . 4. Quality Assurance . Contractor will be responsible for all testing laboratory services in connection with data required for review of materials proposed to be used in the Work. Contractor shall obtain Engineer's acceptance of the testing laboratory before having services performed and shall pay for all costs for testing. Owner may, at his discretion, perform quality control tests on materials during and after their incorporation in the Work. If any of these tests fail, Contractor will be responsible for correcting situation and shall pay for. any retest. All costs for quality assurance testing will be subsidiary to the Work. 5. Delivery, Storage, and Handling. Upon delivery, all material shall immediately be stored and protected until installed in the Work. All material shall be labeled and stored in accordance to the manufacturer's recommendations and all local, state, and federal regulations. 6. Testing . All rehabilitated structures shall be tested in accordance with Section D-63 . B. MATERIALS 1. Cleaners: 2. Water Cleaners Wall, Bench, Trough, Grouting, and Pipe Seal Repair Hydraulic Cement Quick-setting Mortar Urethane Gel Grout Cementitious Grout Material Activated Oakum Clean and free from deleterious substances . Detergent, muriatic acid or approved equal. Strong-Seal Plug, Penny Grout, IPA "Octocrete", or approved equal. Strong-Seal QSR, Rapid Set, or approved equal. Scotch-Seal "5610 and 5612" or approved equal. Sauereisen Cements "F-100 Grout" or approved equal. 3M Scotch Seal "5600" or approved equal. Two-Part Epoxy Adhesive Coating American Chemical Corp. "Aquatapoxy" or approved equal. 11102104; REVISED Oct. 2007 ASC-39 3. 4 . 5. 6. 7 . 8. PART DA -ADDITIONAL SPECIAL CONDITIONS Concrete Bonding Agent Concrete External Manhole Coating Coal Tar Internal Manhole Coatings Non-cementitious Cementitious Frames, Covers, and Inserts Manhole Frames and Covers Watertight Manhole Frames and Covers Manhole Insert -Polyethylene Manhole Insert -Stainless Steel Fiberglass Manhole Liner PVC Lined Concrete Wall Reconstruction Joint Material Adjustment Rings Bitumastic Gasket Material Bitumastic Trowelable Material ThoroSeal "Acryl 60" or approved equal. Material in accordance with City of Fort Worth Water Department General Contract Documents . Tnemec "46-450 Heavy Tnemecol", Kap Coat "Bitumastic Black Solution", or approved equal. Sprayroq "Spray Wall" or Raven 405 . Standard Cement Materials "Reliner MSP" or Quadex "QM-1s". McKinley "Type N with indented top", Neenah "R1726A", or approved equal. Neenah "R1915-E, Type L" or approved equal. Corrosion-proof high density polyethylene, 1/8" thick in accordance with Fort Worth Water Department General Standards E100- 4. Southwestern Packing & Seals, Inc., "Tetherlok". Material in accordance with Section DA-15 of these specifications. Material in accordance with Section DA-16 of these specifications. Single-piece, precast concrete, ASTM C478, 2" min. thickness. RAM-NEK, EZ-STIK or approved equal. GS-702 compound or approved equal. 9. Miscellaneous Root inhibitor Dichlobenil 2,6 -dichlorobensonitrile, or approved equal. C. EXECUTION 1. Inspection . Prior to beginning the Work on the structure, the Contractor shall thoroughly inspect it; notify City/Engineer of the actual structural conditions of the structure and recommend a rehabilitation plan for implementation. After the Engineer's review and acceptance of the rehabilitation plan, the Contractor shall commence with Work. 2. Junction Box Rehabilitation Repairs. The structures at Sta. 89+00 and Sta. 130+34 will be repaired with at least one of the following repair methods. The requirements for 11/02104; REVISED Oct. 2007 ASC-40 .. PART DA -ADDITIONAL SPECIAL CONDITIONS each repair shall be completed as described in th is section and as indicated in item DA- 10 MANHOLE REHABILITATION contained in these specifications . a . Cover/Frame/Frame Seal Replacement. b. Reseating/Sealing of Existing Frame C. Grade Adjustment d . Interior Manhole Coating. e. Bench and Invert Rehabilitatio n f. Bench and Invert Replacement g. Pressure Grout Pipe Seals, Bench and Trough, and Lower Portion of Structure h. Patch Holes -Clean and remove loose debris from holes to be patched. Apply bonding · agent to surface of holes and fill vo ids with hydraulic cement in accordance with repair Patch Holes Detail. i. Watertight Manhole Insert -Install watertight gasketed manhole inserts as specified in Fort Worth Water Department Standard E100-4. j . Grout Flattop to Wall Joint -Injection holes shall be drilled through the structure at 90 degree angles from each other within 4 inches of the bottom of the flattop . Provide additional holes near observed defects, if necessary. Urethane gel grout shall be injected through the holes under pressure wi t h a probe designed for this purpose. Injection pressure shall not cause damage to the manhole structure or surrounding surface features. Grouting from the ground surface will not be allowed. Grout travel shall be verified by observation of grout at defects or adjacent injection holes . Provide additional injection holes, if necessary, to ensure grout travel. Injection holes shall be cleared with a drill and patched with a waterproof quick setting mortar. The flattop to wall joint shall be pressure washed, cleaned , filled with a non-shrink grout, and finished smooth . n. Point Repair to Replace Sewer Line, 6"-15" Diameter -(NOT APPLICABLE) This item shall apply at those locations indicated in the Manhole Rehabilitation Schedule and those additional locations authorized by the Engineer. The Contractor shall excavate adjacent to the manhole to uncover the damaged sewer pipe. This pipe shall be carefully removed from the manhole to the first sound joint (maximum of 5 feet) of pipe . This pipe shall be replaced with SOR 35 PVC pipe of the same nominal size. This pipe shall be connected to the existing sewer us ing flexible connectors approved by the City . The connection of the new pipe to the manhole shall be made using flexible gaskets meeting the requirements of ASTM C-923, grouted into the manhole wall using non-shrink grout. Embedment material shall be installed around the pipe up to the pipe springline . Backfill material conforming to City specifications shall be placed and compacted as required . This item shall include surface restoration and permanent pavement repair. 11/02104; REVISED Oct. 2007 ASC-41 PART DA -ADDITIONAL SPECIAL CONDITIONS I. Bypass Pumping -The Contractor shall furnish and operate pumping equipment and piping as requ ired for bypass pumping necessary to complete any manhole replacement or rehabilitation work. This contract includes a Pay Item for limited Bypass Pumping (up to 3 days) associated with the rehabilitation of these structures. Additional bypass pumping beyond the stated time limits, if needed to complete structure rehabilitation improvements, shall receive no additional compensation. k. Rehabilitate or Replace Flow Control Devices "' 1) 2) 3) Assess the structural integrity of the junction box walls and inspect the surface condition of the existing flow control c hannels. Remove all foreign materials from the structure walls and specifically around the existing flow control channels, pipe seals and within the pipe seal itself, including all loose and protruding brick, mortar and concrete. Stop active leaks using products specifically designed and manufactured for that purpose in complete compliance with manufacturer's recommendations . Remove deteriorated area of the wall and channel to sound material. Apply bonding agent to those areas and install additional anchor bolts to secure the flow control device to the wall of the structure. Place hydraulic cement to fill voids to form a watertight seal the flow control channels. D. MEASUREMENT AND PAYMENT 1. Structure and Flow Control Rehabilitation: Payment for inspecting, cleaning, rehabilitation surface preparation and rehabilitating or replacing the existing flow control devices, including providing new steel plates shall be based on the Contract unit price for this item. The Contract unit price shall be full payment for all services necessary to rehabilitate this structure and establish operational flow controls to the system, including wall and bench restoration, pipe seals, other adjustments, backfill, demolition and disposal of waste materials . 2. Interior Manhole Coating: Payment for interior manhole coating shall be based on the Contract unit price ($/SF) where interior manhole coating is applied. The Contract unit price shall be full payment for surface preparation, interior coating of the top, wall and bench, plus any cleanup. 3. Bypass Pumping : All bypass pumping required to isolate wastewater flows to these structures shall be based on the Contract unit price. Three days of pumping operations have been assumed to complete this Work . Should additional time be required, it will be considered as a subsidiary obligation of the Contractor. All costs for bypass pumping shall be included in the Contract unit price for the items requiring bypass pumping, including setup and removal. DA-11 SURFACE PREPARATION FOR MANHOLE REHABILITATION A. GENERAL: This item shall govern the preparation of surfaces for manhole rehabilitation . 11/02104 ; REVISED Oct. 2007 ASC-42 PART DA -ADDITIONAL SPECIAL CONDITIONS B. CLEANING: 1. Covers (screens) shall be placed over the pipe inverts to prevent extraneous material from entering the sewer system. 2. All concrete that is not sound or has been damaged by chemical exposure shall be removed from the manhole . Loose and protruding brick, mortar and concrete shall be removed using a masonry hammer and chisel and/or scrapers . Existing roots and manhole steps shall be removed by cutting them flush with the wall of the manhole. 3. All contaminates including but not limited to: oils, grease, waxes, form release, curing compounds, efflorescence, sealers, salts, incompatible existing coatings, and all other contaminants shall be removed. 4. Surfaces to receive protective coating shall be cleaned and abraded to produce a sound concrete/brick surface with adequate profile and porosity to provide a strong bond between the protective coating and the substrate . All foreign materials shall be removed from the manhole interior using high pressure water spray (3500 psi to 4000 psi). Cleaning equipment shall have a pressure gauge that indicates the water pressure being used. 5. Detergent water cleaning, muriatic acid, and hot water blasting shall be used, if necessary, to remove dirt, oils, grease, and other matter which may prevent a good bond of sealing material to the manhole surface. A mild chlorine solution (household bleach) may be used to neutralize the surface to diminish microbiological bacteria growth prior to final rinse and coating. C. PRELIMINARY REPAIRS 1. All unsealed lifting holes, unsealed step holes, voids larger than approximately one- half (1/2) inch in thickness shall be filled with patching compound at least one hour (1) prior to application of the first spray coat. 2. Active leaks shall be stopped using City approved products specifically for that purpose and according to manufacturer's recommendation. Some leaks may require grouting to stop the inflow. Grouting shall be performed in accordance with City specifications and Section DA-20R-PRESSURE GROUTING (Manholes). 3. Bench area shall be built up if required to provide a uniform slope from the circumferences to the manhole trough. City approved cementitious patching compounds or epoxy grout as recommended by manufacture shall be used . 4. After all repairs have been completed, all loose material shall be removed from the manhole . Contractor shall insure no material is allowed to enter the sewer system. 5. Contractor shall ensure the manhole is clear of all detergents and cleaners and that all active infiltration has been stopped prior to application of protective manhole coatings for rehabilitation. 11/02104; REVISED Oct. 2007 ASC-43 PART DA -ADDITIONAL SPECIAL CONDITIONS D. INSPECTION Applicator shall carefully inspect all surfaces prior to application of protective coating and shall notify Owner of any noticeable disparity in the surface which may interfere with the proper performance of the repair mortar and protective coating. "' E. MEASUREMENT AND PAYMENT Payment for Surface Preparation shall be considered subsidiary to the cost for Interior Manhole Coating or Protective Manhole Coating for Corrosion Protection. DA-12 INTERIOR MANHOLE COATING -MICROSILICATE MORTAR SYSTEM A. GENERAL 1. Scope -This section governs all work, materials and testing required for the application of interior manhole coating. Manholes designated for interior coating are listed on the Manhole Rehabilitation schedule. Interior manhole coating shall meet the requirements of this section or of Section DA-13, DA-14, DA-15 , DA-16 or DA- 17 . 2. Description -The Contractor shall be responsible for the furnishing of all labor, supervision , materials, equipment, and testing required for the completion of interior coating of manholes in accord~nce with the Contract Documents . 3. Manufacturers Recommendations -Materials, mixture ratios, and procedures utilized for the coating process shall be in accordance with manufacturers' recommendations. 4. Manholes -Manholes to be coated are of brick, block, or concrete construction. Some manholes may have a cementitious sprayed or trowelled on coating over the original interior surface. B. MATERIALS 1. Scope -This section governs the materials required for completion of interior coating of manholes. 2. Interior Coating -Reliner MSP proprietary pre-blended mixture of cementitious and pozzolanic materials, silica fume admixture, 100 percent polypropylene fibers and other selected ingredients, as manufactured by Standard Cement Materials. No material ( other than clean potable water) shall be used with or added to these standard products without prior approval or recommendation of the respective manufacturer. 3. Material Identification -Contractor shall completely identify the types of grout, mortar, patching compounds, sealant, and/or root control chemicals .used and provide case histories of successful use or defend the choice of grouting materials based on chemical and physical properties, ease of application, and expected performance, to the satisfaction of the Engineer. 11 /02104 ; REVISED Oct. 2007 ASC-44 PART DA -ADDITIONAL SPECIAL CONDITIONS 4. Mixing and Handling -Mixing and handling of interior coating, which may be toxic under certain conditions shall be in accordance with the recommendations of the manufacturer and in such a manner as to minimize hazard to personnel. It is the responsibility of the Contractor to provide appropriate protective measures to ensure that materials are under control at all times and are not available to unauthorized personnel or animals . All equipment shall be subject to the approval of the Engineer. Only personnel thoroughly familiar with the handling and application of the coating material shall perform the coating operations. C. EXECUTION 1. General -Manhole coating shall not be performed until replacemen t of manhole covers, sealing of manhole frame and grade adjustments, partial manhole replacement, or concrete collar construction is complete. 2. Temperature -Normal interior coating operation shall be performed at temperatures of 40°F or greater. No application shall be made when freezing is expected within 24 hours. If ambient temperatures are in excess of 90°F, precautions shall be taken to keep mixing water below 85 °F, using ice if necessary. 3. Interior Manhole Coating a. The interior coating shall be applied to the manhole from the top of the corbel or flattop to the bench/trough, including the bench/trough. b. The interior coating shall be applied in accordance with the manufacturer's recommendations and the following procedure. 1) The surface preparation shall comply with the requirements of Section DA-11, SURFACE PREPARATION FOR MANHOLE REHABILITATION. 2) The surface prior to application shall be damp without noticeable free water droplets or running water. Reliner MSP material shall be spray applied (using a manufacturer approved machine) to a minimum uniform thickness of 1-inch minimum . Troweling shall begin immediately following the spray application. The trowelled surface shall be smooth with no evidence of previous void areas. 3) 11/02104; REVISED Oct. 2007 After the walls are coated, the wooden bench covers shall be removed and the bench sprayed with Reliner MSP material in such a manner as to produce a bench having a gradual slope from the walls to the invert with the wall/bench intersection built up and rounded to a uniform radius for the full circumference of the intersection . The thickness of the bench shall be no less than 1-inch at the invert and shall increase in the direction of the wall so as to provide the required slope. The final application shall have a minimum of four (4) hours cure time before being subjected to active flow . Ambient conditions in the manhole are adequate for curing as long as the manhole is covered. ASC-45 PART DA -ADDITIONAL SPECIAL CONDITIONS 4) Traffic shall not be allowed over manholes for 24 hours after reconstruction is complete. 4. Testing of Rehabilitated Manholes a . Testing of rehabilitated manholes for watertightness shall be performed by the contractor after operations are complete in accordance with Section DA- 21. b. At least two 3-inch diameter x 6-inch tall cylinders of the coating mater ial shall be taken from each da~s work with the date, 1.ocation and job record ed on each. The cylinders shall be sent to a certified testing laboratory for testing. A compression test will be made per ASTM C780 or ASTM C-10 , as recommended by the material manufacturer, and the results will be furnished to the Engineer and Owner on request. D. MEASUREMENT AND PAYMENT Payment shall be based on the Contract Unit Price per vertical foot, measured from the top of the corbel or flattop to the top of the bench. The Contract Unit Price shall be payment in full for performing the work and for furnishing all labor, supervision, materials, equipment and all material testing necessary to complete the work. Grouting, if necessary, shall be included in the above unit price. Grouting of the pipe seals, bench and trough, and lower portion of a particular manhole, if required by the Engineer, shall be a subsidiary item to the Contract Unit Price for Manhole -Interior Protective Coating. DA-13 INTERIOR MANHOLE COATING -QUADEX SYSTEM A. GENERAL 1. Scope This section governs all work, materials and testing required for the application of interior manhole coating. Manholes designated for interior coating are listed the Manhole Rehabilitation Schedule . Interior manhole coating shall meet the requirements of this Section or of Section DA-12, DA-14, DA-15, DA-16 or DA-17 . 2. Description The Contractor shall be responsible for the furnishing of all labor, superv1s1on , materials, equipment, and testing required for the completion of interior coating of manholes in accordance with the Contract Documents. 3. Manufacturers Recommendations Materials, mixture ratios, and procedures utilized for the coating process shall be in accordance with manufacturers' recommendations . 11/02104; REVISED Oct. 2007 ASC-46 PART DA -ADDITIONAL SPECIAL CONDITIONS 4. Manholes Manholes to be coated are of brick, block, or concrete construction. Some manholes may have a cementitious sprayed or trowelled on coating over the original interior surface. B. MATERIALS 1. Scope This sectio.r. governs the materials required for completion of interior coating of manhcies. ~ 2. Interior Coating Quadex QM-1s and Quadex Excel proprietary pre-blended cement based synthetic granite (Donnafill) enhanced polypropylene fiber reinforced coatings as manufactured by Quadex, Inc. No material (other than clean potable water) shall be used with or added to Quadex QM-1 s or Quadex Excel without prior approval or recommendation from Quadex, Inc. 3. Material Identification Contractor shall completely identify the types of grout, mortar, patching compounds, sealant, and/or root control chemicals used and provide case histories of successful use or defend the choice of grouting materials based on chemical and physical properties, ease of application, and expected performance, to the satisfaction of the Engineer. 4. Mixing and Handling Mixing and handling of interior coating, which may be toxic under certain conditions shall be in accordance with the recommendations of the manufacturer and in such a manner as to minimize hazard to personnel. It is the responsibility of the Contractor to provide appropriate protective measures to ensure that materials are under control at all times and are not available to unauthorized personnel or animals. All equipment shall be subject to the approval of the Engineer. Only personnel thoroughly familiar with the handling of the coating material shall perform the coating operations. C. EXECUTION 1. General Manhole coating shall not be performed until replacement of manhole covers, sealing of manhole frame and grade adjustments, partial manhole replacement, or concrete collar construction is complete. 2. Temperature Normal interior coating operation shall be performed at temperatures of 40°F or greater. No application shall be made when freezing is expected within 24 hours. If 11/02/04; REVISED Oct. 2007 ASC-47 PART DA -ADDITIONAL SPECIAL CONDITIONS ambient temperatures are in excess of 90°F, precautions shall be taken to keep mixing water below 85 °F, using ice if necessary. 3. Interior Manhole Coating a. The interior coating shall be applied to the manhole from the top of the corbel or flattop to the bench/trough, including the bench/trough . b. The interior coating shall be applied in accordance with the manufacturer's recommendations and the following procedure. 1) The surface preparation shall comply with the requirements of Section DA-11, SURFACE PREPARATION FOR MANHOLE REHABILIATATION. 2) The surface prior to application shall be damp without noticeable f ree water droplets or running water. QM-1 s material shall be spray applied (using a Quadex Model 9000 application machine or manufacturer approved equal} to a minimum uniform thickness of 1- inch minimum. Troweling shall begin immediately following the spray application. The trowelled surface shall be smooth with no evidence of previous void areas. 3) The final application shall have a minimum of four (4) hours cure time before being subjected to active flow. Ambient conditions in the manhole are adequate for curing as long as the manhole is covered. 4) Traffic shall not be allowed over manholes for 12 hours after reconstruction is complete. 4. Testing of Rehabilitated Manholes a. Testing of rehabilitated manholes for watertightness shall be performed by the contractor after operations are complete in accordance with Section DA- 21. b. At least two 3-inch diameter x 6-inch tall cylinders of the coating material shall be taken from each days work with the date, location and job recorded on each. The cylinders shall be sent to a certified testing laboratory for testing . A compression test will be made per ASTM C780, and the results will be furnished to the Engineer and Owner on request. D. MEASUREMENT AND PAYMENT Payment shall be based on the Contract Unit Price per vertical foot measured from the top of the corbel or flattop to the top of the bench. The Contract Unit Price shall be payment in full for performing the work and for furnishing all labor, supervision, materials, equipment and all material testing necessary to complete the work . Grouting, if necessary to stop active leaks in manhole wall areas, shall be included in the above unit price. Grouting of the pipe seals, bench and trough, and lower portion of a particular manhole, if required by the Engineer, shall be a subsidiary item to the Contract Unit Price for Manhole -Interior Protective Coating . 11 /02104; REVISED Oct. 2007 ASC-48 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-14 INTERIOR MANHOLE COATING -SPRAY WALL SYSTEM A. GENERAL ·1. Scope This section governs all work, materials and testing required for the application of interior manhole coating. Manholes designated for interior coating are listed on the Manhole Rehabilitation Schedule. Interior manhole coating shall meet the requirements of this Section or of Section DA-12, DA-13, DA-15, DA-16 or DA-17 . 2. "" Description The Contractor shall be responsible for the furnishing of all labor, superv1s1on, materials, equipment, and testing required for the completion of interior coating of manholes in accordance with the Contract Documents. 3. Manufacturer's Recommendations Materials, mixture ratios, and procedures utilized for the coating process shall be in accordance with manufacturer's recommendations. 4 . Manholes Manholes to be coated are of brick, block, or concrete construction. All manholes shall have a minimum of one-half (1/2) inch specialty cement-based coating material (Quadex QM-1s or Reliner MSP) sprayed or trowelled on coating over the original interior surface . B. MATERIALS 1. Scope This section governs the materials required for completion of interior coating of manholes. 2. Interior Coating The interior coating shall be a proprietary two component, 100 percent solids, rigid polyurethane system designated as Spray Wall as manufactured by Sprayroq, Inc. 3. Specialty Cement The specialty cement-based coating material shall be either Quadex QM-1s as manufactured by Quadex, Inc. or Reliner MSP as manufactured by Standard Cement Materials. 4. Material Identification The interior manhole coating material sprayed onto the surface of the manhole shall be a urethane resin system formulated for the application to a sanitary sewer environment. The spray system shall exhibit the physical properties as follows: 11/02104; REVISED Oct. 2007 ASC-49 PART DA -ADDITIONAL SPECIAL CONDITIONS Property Tensile Strength Flexural Stress Flexural Modulus Standard ASTM 0-638 ASTM 0-790 ASTM 0-790 Long Term Value 5,000 psi 10,000 psi 550,000 psi 5. Mixing and Handling Mixing and handling of specialty cement material and interior coating material, wh ich may be toxic under certain conditions shall be in accordance with the recommendations of the manufacturer and in such a manner as to minimize hazard to persoonel. It is the responsibility of the Contractor to i:wovide appropriate protective measures to ensure that materials are under control at all times and are not available to unauthorized personnel or animals. All equipment shall be subject to the approval of the Engineer. Only personnel thoroughly familiar with the handling of the coating material shall perform the spray coating operations and coa ting installations . C. EXECUTION 1. General Manhole coating shall not be installed until sealing of manhole frame and grade adjustments, or partial manhole replacement when required for the manhole per the Manhole Rehabilitation Schedule, is complete. 2. Temperature Normal interior coating operation shall be performed at temperatures of 40°F or greater. No application shall be made when freezing is expected within 24 hours . 3. Interior Manhole Coating a. The interior coating shall be applied to the manhole from the bottom of the frame to the bench, down to the top of the trough. b. The interior coating shall be installed in accordance with the manufacturer's recommendations and the following procedure. 1) 2) 3) 11/02104; REVISED Oct. 2007 The surface shall be thoroughly cleaned of all foreign materials and matter. Cleaning shall be accomplished by using high pressure water spray (minimum 3500 psi at spray tip), cleaning with muriatic acid, degreaser, or other solvents as needed in order to remove any film or residue on the surface. Place covers over the invert to prevent extraneous material from entering the sewers. Apply a minimum of one-half (1/2) inch specialty cement product (Quadex QM-1s or Reliner MSP) smooth surface for the urethane coating material. ASC-50 PART DA -ADDITIONAL SPECIAL CONDITIONS 4) Spray the urethane onto the manhole wall and bench/trough with a minimum thickness of 125 mils (0.125 inches). Thickness to be verifiable through the use of methods acceptable to the Engineer. 5) Coat trough area with specialty cement product (Quadex QM-1 s or Reliner MSP). 4. Testing of Rehabilitated Manholes a. Testing of rehabilitated manholes for watertightness shall be performed by the Contractor after operations are com{?lete in accordance with Section DA- 21. - D. MEASUREMENT AND PAYMENT Payment shall be based on the Contract Unit Price per vertical foot, measured from the bottom of the frame to the top of the bench. The Contract Unit Price shall be payment in full for performing the work and for furnishing all labor, supervision, materials, equipment and material testing required to complete the work. Grouting, if necessary, shall be included in the above unit price. Grouting of the pipe seals, bench and trough, and lower portion of a particular manhole, if required by the Engineer, shall be a subsidiary item to the Contract Unit Price for Manhole -Interior Protective Coating. DA-15 INTERIOR MANHOLE COATING -RAVEN LINING SYSTEM A. GENERAL 1. Scope This section governs all work, materials and testing required for the application of interior manhole coating. Manholes designated for interior coating are listed of the Manhole Rehabilitation Schedule, listed in Section I. Interior manhole coating shall meet the requirements of this Section, or of Section DA-12, DA-13, DA-14 , DA-16 or DA-17. 2. Description The Contractor shall be responsible for the furnishing of all labor, superv1s1on, materials, equipment, and testing required for the completion of interior coating of manholes in accordance with the Contract Documents. 3. Manufacturer's Recommendations Materials, mixture ratios, and procedures utilized for the coating process shall be in accordance with manufacturer's recommendations. 4. Manholes Manholes to be coated are of brick, block, or concrete construction. All manholes shall have a minimum of one-half (1/2) specialty cement-based coating material (Quadex QM-1 s or Reliner MSP) sprayed or trowelled on coating over the original interior surface. 11/02104; REVISED Oct. 2007 ASC-51 PART DA -ADDITIONAL SPECIAL CONDITIONS B. MA TE RIALS 1. Scope This section governs the materials required for completion of interior coating of manholes . 2. Interior Coating Raven Ultrq, High-Build epoxy Coating, a two-part epoxy resin system using 100% solids based epoxy binder with fibrous and flake fillers, is manufa ctured by Raven Lining systems and designated as Raven 405 . 3. Specialty Cement The specialty cement-based coating material shall be either Quadex QM-1 s as manufactured by Quadex, Inc. or Reliner MSP as manufactured by Standard Cement Materials. 4. Material Identification Contractors will completely identify the types of grout, mortar, sealant, and/or root control chemicals proposed and provide case histories of successful use or de fend the choice of grouting materials based on chemical and physical properties, ease of application , and expected performance. These grouting materials shall be compatible with Raven 405 interior coating. The contractor shall be responsible for getting approval from Raven Lining systems and/or the grout manufacturers fo r the use of these grouting materials. 5. Mixing and Handling Mixing and handling of interior coating, which may be toxic under certain conditions shall be in accordance with the recommendations of the manufacturer and in such a manner as to minimize hazard to personnel. It is the responsibility of the Contractor to provide appropriate protective measures to ensure that materials are under control at all times and are not available to unauthorized personnel or animals . All equipment shall be subject to the approval of the Engineer. Coating shall be performed only by certified applicators approved by the manufacturers. C. EXECUTION 1. General Manhole coating shall not be performed until sealing of manhole from frame and grade adjustments, partial manhole replacement, manhole grouting or sewer replacement/repairs are complete. 2. Temperatures Normal interior coating operation shall be performed at temperatures of 40°F or greater. No application shall be made when freezing is expected within 24 hours . 11/02104; REVISED Oct. 2007 ASC-52 PART DA -ADDITIONAL SPECIAL CONDITIONS 3 . Interior Manhole Coating a. Manholes scheduled for interior coating are shown on the Manhole Rehabilitation Schedule. The interior coating shall be applied to the manhole from the bottom of the manhole frame to the bench/trough, including the bench/trough. b. The interior coating shall be installed in accordance with the manufacturer's recommendations and the following procedure. 1) The surface preparation shall comply with the requirements of Section DA-11, SURFACE PREPARATION FOR MANHOLE RESTORATION . 2) Apply a minimum of one-half (1/2) inch specialty cement-based product (Quadex QM-1 s or Refiner MSP) smooth surface for the urethane coating material. 3) The surface prior to application may be damp but shall not have noticeab le free water droplets seeping or running water. Material shall be spray applied per manufacturer's recommendations with a minimum thickness of 125 mils (0.125 inch). 4) After the walls are coated, the wooden bench covers shall be removed and the bench sprayed to the same average and minimum thickness as required for the walls . 5) The final application shall have a minimum of three (3) hours cure · time or be set hard to the touch, before being subjected to active flow. 6) No applications shall be made to frozen surfaces or if freezing is expected to occur in side the manhole within 24 hours after application. 4 . Testing of Rehabilitated Manholes a. After the epoxy liner has set (hard to touch), all visible pinholes shall be repaired. Repairs shall be made by lightly abrading the surface and brushing the lining material over the area. All blisters and evidence of uneven cover shall be repaired according to the manufacturer's recommendations. Spot check of coating thickness may be made by Owner's Representative, and the contractor shall repair these areas as required, at no additional cost to the Owner. b . Testing of rehabilitated manholes for watertightness shall be performed by the Contractor after operations are complete in accordance with Section DA- 21 -VACUUM TESTING OF REHABILITATED MANHOLES. 11102104; REVISED Oct. 2007 ASC-53 PART DA -ADDITIONAL SPECIAL CONDITIONS D. MEASUREMENT AND PAYMENT Payment shall be based on the Contract Unit Price per vertical foot, measured from t he bottom of the frame to the top of the bench. The Contract Unit Price shall be payment in full for performing the work and for furnishing all labor, supervision, materials, equipment all testing necessary to complete the work. Grouting of the pipe seals, bench and trough, and lower portion of a particular manhole, if required by the Engineer, shall be a subsidiary item to the Contract Unit Price for Manhole -Interior Protective Coating. DA-16 INTERIOR MANHOLE COATING: PERMACAST SYSTEM WITH EPOXY LINER (OMITtED) DA-17 INTERIOR MANHOLE COATING-STRONG-SEAL-SYSTEM A. GENERAL 1. Scope . This section governs all work, materials and testing required for the application of interior manhole coating. Manholes designated for interior coating are listed in the Manhole Rehabilitation Schedule, listed in Part 1. Interior manhole coating shall meet the requirements of this Section or of Section DA-12, DA-13, DA-14, DA-15 or DA-16. 2. Description. The Contractor shall be responsible for the furnishing of all labor, supervision, materials, equipment, and testing required for the completion of interior coating of manholes in accordance with the Contract Documents. 3. Manufacturers Recommendations. Materials, mixture ratios, and procedures utilized for the coating process shall be in accordance with manufacturers recommendations. 4. Manholes. Manholes to be coated are of brick, block, or concrete construction. Some manholes may have a cementitious sprayed or trowelled-on coating over the original interior surface. B. MA TE RIALS 1. Scope. This section governs the materials required for completion of interior coating of manholes. 2. Interior Coating. Strong-Seal Systems MS-2A , factory-blended, cement-based , fiber-reinforced coating as manufactured by Strong-Seal Systems of Pine Bluff, AR. No material ( other than clean potable water) shall be used with or added to Strong-Seal MS-2A without prior approval or recommendation from Strong-Seal Systems. 3. Material Identification. Contractor shall completely identify the types of grout, mortar, patching compounds, sealant, and/or root control chemicals used and provide case histories of successful use or defend the choice of grouting materials based on chemical and physical properties, ease of application, and expected performance, to the satisfaction of the Engineer. 11102104; REVISED Oct. 2007 ASC-54 PART DA -ADDITIONAL SPECIAL CONDITIONS 4 . Mixing and Handling. Mixing and handling of interior coating, which may be toxic under certain conditions, shall be in accordance with the recommendations of the manufacturer and in such a manner as to minimize hazard to personnel. It is the responsibility of the Contractor to provide appropriate protective measures to ensure that materials are under control at all times and are not available to unauthorized personnel or animals. All equipment shall be subject to the approval of the Engineer. Only personnel thoroughly familiar with the handling of the coating material shall perform the coating operations. C. EXECUTION : 1. General. Manhole coating sllall not be performed until replacement of manhole covers, sealing of manhole frame and grade adjustments, partial manhole replacement, or concrete collar construction is complete . 2. Preliminary Repairs a) All foreign materials shall removed from the manhole interior using high pressure water spray (minimum 3500 psi). Loose and protruding brick, mortar, and concrete shall be removed using a masonry hammer and chisel and/or scrapers. Existing roots and manhole steps shall be removed by cutting them 1" below the surface of the manhole. b) All unsealed lifting holes, unsealed step holes, voids larger than approximately one-half (1/2) inch in thickness shall be filled with rapid- setting, trowel-applied patching compound prior to spray application of the MS-2A coating. c) Active leaks shall be stopped using rapid-setting hydraulic cement products specifically for that purpose and according to manufacturer's recommendation. Some leaks may require grouting to stop the inflow. Grouting shall be performed in accordance with Section DA-20. Contact Strong-Seal Systems for grouting recommendations. d) After all repairs have been completed, remove all loose material. 3 . Temperature. Normal interior coating . operation shall be performed at temperatures of 40 Degrees F or greater. No application shall be made when freezing is expected within 24 hours. If ambient temperatures are in excess of 90 Degrees F, precautions shall be taken to keep mixing water below 85 Degrees F, using ice if necessary. 4. Interior Manhole Coating a) The interior coating shall be applied to the manhole from the top of the bench/trough to the top of the corbel or flattop, including the bench/trough. b) The interior coating shall be applied in accordance with the manufacturer's recommendations and the following procedure. 11/02104; REVISED Oct. 2007 ASC-55 PART DA -ADDITIONAL SPECIAL CONDITIONS (1) The surface shall be thoroughly cleaned of all foreign materials and matter. Cleaning shall be accomplished by using high pressure water spray (minimum 3500 psi). (2) Place covers over invert to prevent extraneous material from entering the sewer. (3) The surface prior to application shall be damp without noticeable free water droplets or running water. MS-2A material shall be spray applied (using a manufacturer approved application machine) to a uniform thickness of 1" minimum. Troweling shall begin immedia tely following the spray application. 1he trowelled surface shall be smooth with no evidence of previous void areas. (4) The application shall have a minimum of four hours (4) cure time before being subjected to active normal flows . Ambient conditions in the manhole are adequate for curing as long as the manhole is covered. (5) Traffic shall not be allowed over manholes for 12 hours after reconstruction is complete. 5. Testing of Rehabilitated Manholes a) Testing of rehabilitated manholes for water-tightness shall be performed by the contractor after operations are complete in accordance with Section DA-21. b) At least four (4) 2-inch cubes of the coating material shall be taken from each day's work with the date, location and job recorded on each. The cubes shall be sent to Strong-Seal Systems, Pine Bluff, AR, for testing. A compression test will be made according to ASTM C-109, and the results will be furnished to the engineer and the owner. D. MEASUREMENT AND PAYMENT Payment shall be based on the Contract Unit Price per each manhole coated. The Contract Unit Price shall be payment in full for performing the work and for furnishing all labor, supervision, materials, equipment and material testing necessary to complete the work. Grouting, if necessary to stop active leaks in manhole well areas, shall be included in the above unit price. Grouting of the pipe seals, bench and trough, and lower portion of a particular manhole, if required by the Engineer, shall be a subsidiary item to the Contract Unit Price for Manhole -Interior Protective Coating. DA-18 RIGID FIBERGLASS MANHOLE LINERS (OMITTED) DA-19 PVC LINED CONCRETE WALL RECONSTRUCTION (OMITTED) 11102104; REVISED Oct. 2007 ASC-56 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-20R PRESSURE GROUTING (MANHOLES) A. GENERAL 1. Scope. This Section governs all work, materials and testing required for the pressure grouting of manhole defects. Manholes or sections of manholes with active leaks shall be repaired as indicated on the plans. 2. Description.:. The Contractor shall be responsible for the furnishing of all labor, supervision, materials, equipment, and testing required for the completion of pressure grouting of manhq]e defects in accordance with the Contract Documents. 3. Manufacturer's Recommendations. Materials, additives, mixture ratios, and procedures utilized for the grouting process shall be in accordance with manufacturer's recommendations. 4. Manholes. Manholes to be grouted are of brick, concrete, or fiberglass construction. B. MATERIALS 1. Grouting Materials : a. Urethane Gel Grout: Urethane gel grout, such as Scotch-Seal 5610 gel or equal shall be a hydrophilic polymer. The chemical shall be mixed within the range of from 8 to 10 parts of water and shall contain a reinforcing agent supplied by the same manufacturer. The material shall gel and cure to a tough flexible elastomeric condition. When wet, the gel shall exhibit strength properties of at least 25 psi tensile at 150 percent elongation. The material shall not change in linear dimension more than eight percent when subjected to wet and dry cycles. b. The chemical grout shall be applied so as to have the grout material flow freely into the defects. To avoid any wastage of the material flowing through the defects, a gel control agent may be added . The following properties shall be exhibited by the grout: 1) 2) 3) 4) 5) 11102/04; REVISED Oct. 2007 Documented service of satisfactory performance in similar usage. Controllable reaction times and shrinkage through the use of chemicals supplied by the same manufacturer. The minimum gel set time shall be established so that adequate grout travel is achieved. Resistance to chemicals; resistant to most organic solvents, mild acids and alkali. Compressive recovery return to original shape after repeated deformation. The chemical shall be essentially non-toxic in a cured form. ASC-57 PART DA -ADDITIONAL SPECIAL CONDITIONS 6) Sealing material shall not be rigid or brittle when sub j ected to dry atmosphere . The ma terial shall be able to withstand freeze/thaw and moving load conditions . 7) Sealing material shall be noncorrosive. c. A reinforcing agent such as Scotch-Seal Brand 5612 reinforcing agent or equivalent shall be utilized in accordance with manufacturer's recommendations . Any 5612 reinforcing agent which contains lumps must be discarded. Care must be taken to be sure that the pH of the water in the tank is from 5 to 9. As a precaution against the possibility of the pH being outside this range, take a small a mount of water from the tank to which Gel Reinforcing Agent 5612 is to be added. Add a few drops of 5612 to this test sample . Scotch-Seal Brand Gel Reinforcing Agent 5612 should disperse readily. If precipitation occurs, drain the tank and retest. Repeat as necessary until dispersion occurs. If dispersion does not occur, do not use the water source . d. A filler material such as Celite 292 (diatomaceous earth) from Johns Mansville or equivalent shall be utilized. The addition of the filler material shall not exceed the quantity specified by the manufacturer, and continuous agitation of the water side of the mixture is required. The filler material may also be utilized as a reinforcing agent in accordance with the urethane gel grout manufacturer's recommendations. 2. Additives: Grout additions may be utilized for catalyzing the gel reaction, inhibiting the gel reaction, buffering the solution, lowering the freezing temperature of the solution, acting as a filler , providing strength or for inhib ition of root growth. 3. Root Control : A root inhibiting chemical such as dichlobenil shall be added to the chemical grout mixture at a safe level of concentration and shall have the abi li ty to remain active within the grout for a minimum of 12 months. 4. Material Identification : Contractor shall completely identify the types of grout, mortar, sealant, and/or root control chemicals used and provide case histories of successful use or defend the choice of grouting materials based on chemical and physical properties, ease of application, and expected performance, to the satisfaction of the Engineer. 5. Mixing and Handling : Mixing and handling of chemical grout and fo rming constituents, which may be toxic under certain conditions shall be in accordance with the recommendations of the manufacturer and in such a manner as to minimize hazard to personnel. It is the respons ibility of the Contractor to provide appropriate protective measures to ensure that chemicals or gels produced by the chemicals are under control at all times and are not availab le to unauthorized personnel or animals. All equipment shall be subject to the approval of the Engineer. Only personnel thoroughly familiar with the handling of the grout material and additives shall perform the grouting operations . 11102104 ; REVISED Oct. 2007 ASC-58 PART DA -ADDITIONAL SPECIAL CONDITIONS C. EXECUTION 1. General. Manhole grouting shall not be performed until sealing of manhole frame and grade adjustments, partial manhole replacement , or manhole repairs are complete. 2. Preliminary Repairs: a. Seal all unsealed lifting holes, unsealed step holes, voids larger than approximately one-half (1/2) inch in thickness . All cracked or deteriorated material shall be removed from the area to be patched and replaced with Octocrete, as manufactured by IPS Systems , Inc. or equal, in"'accordance with manufacturer's specifications . b. Cut and trim all roots within the manhole . c. Temperature.:. Normal grouting operations including application of interior coating shall be performed in accordance with manufacturer's recommendations . d. Grouting Material Usage . Grouting of the manhole may include corbel, wall , pipe seals , manhole joints, wall to flattop joint, and/or bench/trough . Areas of the manhole designated to be grouted will be directed by the Engineer. If entire manhole is scheduled for grouting, grouting shall include the entire manhole including corbel , wall, pipe seals and bench/trough. Pipe seal grouting shall include all pipe seals in the specified manhole and grouting of the specified manhole including the bench/trough to the maximum height of 18 inches from the crown. e. Drilling and Injection: 1. Injection holes shall be drilled through the manhole wall at locations indicated in the appropriate detail(s). 2 . Grout shall be injected through the holes under pressure with a suitable probe. Injection pressure shall not cause damage to the manhole structure or surrounding surface features. Grout shall be injected through the lowest holes first. The procedure shall be repeated until the manhole is externally sealed with grout. 3. Grouting from the ground surface shall not be allowed. 4. Grout . travel shall be verified by obseNation of grout to defects or adjacent injection holes. Provide additional injection holes, if necessary, to ensure grout travel. 5. Injection holes shall be cleaned with a drill and patched with a waterproof quick setting mortar for brick and concrete manholes . 6. Testing of Rehabilitated Manholes. Testing of rehabilitated manholes for water tightness shall be performed by the Contractor in the presence of the Engineer in accordance with the requirement of Section DA-21, 11102/04; REVISED Oct. 2007 ASC-59 PART DA -ADDITIONAL SPECIAL CONDITIONS VACUUM TESTING OF REHABILITATED MANHOLES of these specifications. D. MEASUREMENT AND PAYM ENT Payment for grouting the entire manhole, pipe seals , bench and trough , and 18 inches above crown of pipe, and grouting flattop to wall joint, shall be based on the Contract Unit Price per each manhole rehabilitated as indicated in the Contract Documents or Plans. The Contract Unit Price for Manhole Rehabilitation or Manhole -Interior Protective Coating shall be payment in full for performing the work and for furnishing all labor, supervision , materials, equipment, preliminary repairs and testing rwcessary to complete the work, including pressure grouting with urethane grout. DA-21 VACUUM TESTING OF REHABILITATED MANHOLES A. GENERAL Scope . This section describes manhole testing to effectively confirm the watertight integ ri ty of existing manholes following structural, infiltration and inflow related repairs and that the appearance of the work is acceptable. Description: Infiltration may be observed in manhole defects at manhole walls, pipe sea ls or bench/trough areas. Infiltration related repairs are intended to eliminate leakage of groundwater into manholes. Inflow may be observed in manhole defects at manhole frames , covers, frame seals, grade adjustments, grade adjustment seals, corbels, or walls. Inflow related repairs are intended to eliminate sources of surface water entry that become active during rainfall events. Structural repairs may be required when making 1/1 related manhole repairs. Structural repairs may include defects in any manhole components but not displaying 1/1. Testing, Observations and Guarantee Periods: The test ing required shall be performed by the Contractor at locations designated by the Engineer and documented to the satisfaction of the Engineer. Any new or rehabilitated manholes that are observed to be leaking by the Engineer during periods of high groundwater or during inflow conditions shall be subject to additional repairs. The Contractor shall be responsible for all additional repairs required on these unsatisfactory manholes during the guarantee period. All manhole rehabilitation work shall be warranted to be free of defects and of good workmanship for a minimum of three (3) years from the date of final acceptance of the project. Any manhole repairs completed by the Contractor which fail during the warranty period shall be repaired to the satisfaction of the City at no additional cost to the City. B . MATERIALS Not specified. 11102104; REVISED Oct. 2007 ASC-60 PART DA -ADDITIONAL SPECIAL CONDITIONS C . EXECUTION Infiltration Testing: All interior coated manholes and all partial replacement manholes shall be observed (tested) by the Contractor in the presence of the Engineer for sources of infiltration . Observations will be made during high groundwater conditions , wherever possible. Manholes shall be tested after installation with all connections (existing and/or proposed) in place. Drop-connections and gas sealing connections shall be installed prior to testing. The lines entering the manhole shall be temporarily plugged with the plugs braced to prevent them from being d r;.:;:iwn into the manhole .. The plugs shall be installed in the lines beyond ,;, drop-connections , gas sealing connections, etc. The test head shall be placed inside the frame at the top of the manhole (so that the manhole frame seal is tested) and inflated in accordance with the manufacturer's recommendations. A vacuum of 10 inches of mercury shall be drawn , and the vacuum pump will be turned off. W ith the valve closed, the level of vacuum shall be read after the required test time. If the drop in the level is less than 1-inch of mercury under a final vacuum greater than 9-inches of mercury , the manhole will have passed the vacuum test. After a successful test, the temporary plugs will be removed. The required test time is determined from Table I. Tablet MINIMUM TIME REQUIRED FOR A VACUUM DROP OF 1" H9 (1 O"H 9 -9"H 9 ) (SEC) DEPTH OF M.H . 48-lnch Dia. 60-lnch Dia. (FT.) Manhole Manhole 8 20 sec. 26 sec. 10 25 sec. 33 sec. 12 30 sec. 39 sec. 14 35 sec. 45 sec. 16 40 sec. 52 sec. 18 45 sec. 59 sec. ** T=5 sec. T=6 .5 sec. 72-lnch Dia. Manhole 33 sec. 41 sec. 49 sec. 57 sec . 67 sec. 73 sec. T=8 sec. **For all Manholes over 18 feet in depth, add 'T' seconds as shown for each respective diameter for each two feet of additional depth of manhole to the time shown for that 18 foot depth. [Example: A 30 (thirty) foot deep, 48 (forty-eight) inch Manhole Total Test Time would be 75.0 seconds. 45.0+6(5.0)=75 .0 seconds] (Values listed above are extrapolated from ASTM C924-85). Manhole vacuum levels observed to drop greater than 1-inch of mercury (Final vacuum less than 9-inches of mercury) will have failed the test and will require additional rehabil itation. The Contractor shall make the necessary repairs to the already completed rehabilitation work at no additional compensat ion . If the failure of the vacuum testis determined to be due to preexisting conditions not previously identified on the manhole rehabilitation schedule for that manhole, will be evaluated on a case by case basis . These additional repairs may be authorized by the Owner's Representative for payment. After completion of the additional rehabilitation the manhole shall then be re-tested as described above until a successful test is made. Only one payment for manhole vacuum testing will be made on each manhole. 11 /02104 ; REVISED Oct. 2007 ASC-61 PART DA -ADDITIONAL SPECIAL CONDITIONS Vacuum testing is required on all manholes having interior rehabilitation . Inflow Testing: All partially rehabilitated manholes shall be dyed water tested unless the manhole has successfully passed the vacuum test. Manholes shall be dyed water tested in the presence of the Engineer. The dye test shall consist of applying a concentrated dye solution around the manhole frame. Dyed water shall be applied for at least ten minutes . Manholes observed to be actively leaking greater than one drip per five seconds will have failed the test and will not be acceptable. Manholes failing the test will require additional rehabilitation by the Contractor at no additional compensation . Other Testing: One (1) rehabilitated manhole will be randomly selected for further testing. A laboratory selected by the City will take core samples of wall sections of manholes with wall coatings. Testing of the core samples will be done to evaluate material thickness, compressive strength, flexural strength and slant shear bond strength. The following are the minimum required strengths for cementitious and non-cementitious wall coatings: • Compressive Strength. Compressive strength shall conform to ASTM C 495 and C 109 and shall meet or exceed a minimum 28-day break of 4,000 psi. • Flexural Strength. Flexural strength shall conform to ASTM C 348 and shall meet or exceed a minimum 28-day break of 1,200 psi. • Slant Shear Bond Strength. Slant shear bond strength shall conform to ASTM 882 modified and shall meet or exceed a minimum 28-day break of 2,400 psi. If the manhole tested fails to pass any of these requirements, another manhole shall be selected and tested. If the second manhole fails, the City may, at its option, stop work until the Contractor can provide assurance that testing requirements can be met. Guarantee: Contractor shall warrant that the workmanship and materials are free from defects and that the manholes are sealed from inflow and infiltration for a period of three (3) years from the date of final acceptance of the project. D . MEASUREMENT AND PAYMENT Payment for manhole vacuum testing shall be made at the Contract Unit Price bid for each Manhole Vacuum Test actually performed and passed and the appearance of the completed manhole _is visually acceptable. Payment shall be full compensation for all labor and materials necessary to complete each test. No payment will be made for additional vacuum tests or any dyed water testing that are performed for failed tests. Payment for manhole core testing, including all labor and materials necessary to complete each test, shall be considered as subsidiary to the Contract Unit Price bid for each Manhole Vacuum Test actually performed and passed . DA-22 FIBERGLASS MANHOLES (OMITTED) 11 /02104 ; REVISED Oct. 2007 ASC-62 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-23 LOCATION AND EXPOSURE OF MANHOLES AND WATER VALVES (OMITIED) DA-24 REPLACEMENT OF CONCRETE CURB AND GUTIER (OMITTED) DA-25 REPLACEMENT OF 6" CONCRETE DRIVEWAYS (OMITIED) DA-26 REPLACEMENT OF H.M.A.C. PAVEMENT AND BASE (OMITTED) DA-27 GRADED CRUSHED STONES (OMITTED) DA-28 WEDGE MILLING 2" TO O" DEPTH 5.0' WIDE (OMITIED) -~ DA-29 BUTT JOINTS -MILLED (OMITTED) DA-30 2" H.M.A.C. SURFACE COURSE (TYPE "D" MIX) (OMITTED) DA-31 REPLACEMENT OF 7" CONCRETE VALLEY GUTIER (OMITTED) DA-32 NEW 7" CONCRETE VALLEY GUTTER (OMITIED) DA-33 NEW 4" STANDARD WHEELCHAIR RAMP (OMITIED) DA-34 8" PAVEMENT PULVERIZATION (OMITTED) DA-35 REINFORCED CONCRETE PAVEMENT OR BASE (UTILITY CUT) (OMITTED) DA-36 RAISED PAVEMENT MARKERS (OMITTED) DA-37R POTENTIALLY PETROLEUM CONTAMINATED MATERIAL HANDLING A. GENERAL: Where known by the design engineer, the locations of potentially petroleum contaminated material (soil) that may be encountered during excavation and/or construction activities will be shown on the plans. For all locations where material is excavated and suspected of being contaminated with petroleum products, whether known or not, these special conditions are to be followed. The contractor is also to follow all applicable Federal. State and Local regulations when handling known or suspect contaminated materials (soils). 1. WORK INCLUDED a. Excavation, stockpiling and testing of Potentially Petroleum Contaminated Material. b. Removal, testing, and disposal of petroleum contaminated groundwater. c. Obtaining and paying for required permits . d. Hiring of qualified environmental professional consultant(s). Contractor will be required to submit the environmental consultant's experience and qualifications to the City prior to beginning work in areas of Potentially Petroleum Contaminated Material. 11/02104; REVISED Oct. 2007 ASC-63 PART DA -ADDITIONAL SPECIAL CONDITIONS e. Hiring of qualified environmental sampling professionals that will collect and submit samples to the applicable City of Fort Worth testing laboratory. The City of Fort Worth's Department of Environmental Management for coordination of laboratory testing. 2. REFERENCES a. All applicable OSHA regulatory requirements. b. All applicable Environmental Protection Agency (EPA) regulatory requirements. C, • c. All applicable State of Texas regulatory requirements. d. All applicable City of Fort Worth (City) regulatory requirements. e. All applicable NIOSH standards. f. All applicable TNRCC requirements . 3. SUBMITTALS a. The contractor shall prepare and submit to the City's Department of Environmental Management, Senior Specialist in Compliance, plans for handling Potentially Petroleum Contaminated Material (PPCM) not less than 30 days prio r to commencing excavation. b. The Contractor shall take necessary precautions while performing this project. Contractor shall not commence PPCM work (1) Contractor's submittal for dealing with PPCM is reviewed by the City and (2) the plans (i.e., drawing and description) for discharging any treated liquid into the storm sewer or sanitary sewer are reviewed by the City (3) and acceptable stockpile area is identified by the Contractor. c. Contractor shall submit the name of his proposed qualified environmental professional consultant(s) and proposed PPCM Handling Plan to the City. The PPCM Handling Plan shall include the detailed sequence of construction including proposed excavation and handling methods, proposed carriers for contaminated materials, waste disposal site, and a list of any permits that may be required for PPCM handling or contaminated materials disposal. The above data must be compiled and arranged in a format that is acceptable to the Texas Commission on Environmental Quality (TCEQ). d. Contractor shall submit actual limits of PPCM excavation, as prepared by his qualified environmental consultant(s) and testing lab. e. Contractor shall submit for review the proposed carrier pipe material to be used with the actual limits of PPCM excavation, including pipe gasket and carrier pipe coating or liner. 8. PRODUCTS: 1. PIPE GASKET MATERIAL. Materials used within the actual limits of PPCM excavation, including pipe gaskets, shall be resistant to petroleum hydrocarbon deterioration. 11/02104; REVISED Oct. 2007 ASC-64 PART DA -ADDITIONAL SPECIAL CONDITIONS C . EXECUTION : 1. POTENTIALLY PETROLEUM CONTAMINATED AREAS a. Areas suspected of having petroleum contaminated material (soils) are shown in on the engineering drawings. b. In areas other than those noted on the plans and where potentially petroleum contaminated materials are either detected or suspected, the City of Fort Worth and the Engineer should be notified immediately and the work should proceed in "" accordance with this section. 2 . SCREENING POTENTIALLY PETROLEUM CONTAMINATED AREAS a. Care should be taken during all excavation and dewatering activities to identify areas potentially contaminated by petroleum. b. When a petroleum odor is encountered during excavation or when there is visual evidence of potentially petroleum contaminated soil, the Contractor shall notify the Engineer without delay. · c. The Contractor shall have retained the services of an environmental consultant who shall be present at the site to screen suspect soil with a photo-ionization detector (PIO) or a flame ionization detector (FID). A reading of 20 ppm above ambient conditions or greater on PIO or FID tested soil sample will be considered potentially petroleum contaminated. The soul sample should be a recent sample from the excavation face. The sample should be stored in a laboratory supplied glass jar with a teflon gasket lined lid. The City of Fort Worth Department of Environmental Management will be notified prior to all sample collection and submittal to the current testing laboratory identified by the City. The PIO or FID tests should be performed in a confined location . Soils producing a reading of less than 20 ppm above ambient will not be considered potentially petroleum contaminated. The PIO or FID shall be calibrated according to manufactures instructions. d. Water encountered during excavation or dewatering shall be considered to be potentially contaminated if there is a visible sheen, a hydrocarbon odor, adjacent soil that appears visually to be contaminated by hydrocarbons or at any time the Contractor has reason to believe that hydrocarbon contamination may have occurred. The Contractor shall immediately notify the City and the TCEQ whenever contaminated water is encountered . e. The Contractor shall contact the City whenever contamination from any source is suspected. 3. HANDLING POTENTIALLY PETROLEUM CONTAMINATED SOIL (PPCS) a. Contractor shall coordinate with the City to determine a suitable location for the stockpiling of contaminated soil. The following procedure shall be followed in preparing the chosen site: 1. Provide a diked enclosure large enough to hold all material and prevent runoff. 11102/04; REVISED Oct. 2007 ASC-65 PART DA -ADDITIONAL SPECIAL CONDITIONS 2. The diked area shall be lined with 20-30 mil plastic to prevent seepage into the existing soil. 3. At the end of each work day, Contractor shall completely cover stockpile with 20 mil plastic. During the day, the Contractor shall keep the stockpile covered, as necessary, to prevent release of contaminated materials due to rain or wind. 4. Sampling and evaluation of materials will be performed at the Contractor's expense. (The City of Fort Worth will provide laboratory services) b. PPCS sl],all be handled, tested, observing all standard chain-of-custody procedures and sampling preservation and analyses shall conform to publis~ed and recognized standards. c. The stockpiled PPCS shall be sampled and tested every 50 cubic yards for Total Petroleum Hydrocarbons (TPH) (TX1005) and Benzene, Toulene, Ethylbenzene and Xylene (BTEX) (EPA 8020). All test results will be forwarded to the City of Fort Worth Department of Environmental Management. d. Contaminated soil identified by test results will be disposed of according to DA-36, Loading, Transportation, and Disposal of Contaminated Soil. e. It is the intent of the City of Fort Worth that uncontaminated soils be utilized as backfill material, if the soils also meet the Type C or B backfill classifications. 4. HANDLING POTENTIALLY PETROLEUM CONTAMINATED WATER (PPCW) a. Water pumped from the excavation or from dewatering activities that has an oily sheen, a hydrocarbon odor, or is otherwise suspect, shall be considered potentially petroleum contaminated. b. PPCW shall be handled, tested, and discharged in accordance with the TCEQ's appropriate state regulation. PPCW shall be tested no later than 15 days prior to extraction. PPCW shall, if necessary, be treated in an appropriately sized oil/water separator, air stripper or GAC canisters. Contractor shall have his testing laboratory determine that the oil/water separator treated discharge · is within the limits established by the TCEQ's regulations before being allowed to discharge (discharge to sanitary sewer). Contractor shall be responsible for furnishing the effluent test reports to the City. c. Alternatively, the Contractor may dispose of contaminated water, after appropriate pretreatment, into the sanitary sewer collection system. It shall be the responsibility of the Contractor to obtain the necessary permit(s) and to perform all testing required by the City of Fort Worth Pretreatment Services Division. d. All treated water shall be discharge~ into a Contractor supplied Frac Tank, sampled, and analyzed before discharge into the sewer system. e . The product that .is recovered shall be disposed of in accordance with all applicable regulations. Any phase separate product recovered from the oil/water separator and air stripper shall be transported in accordance with Department of Transportation rules and regulations for flammable products. When transporting product for 11/02104 ; REVISED Oct. 2007 ASC-66 PART DA -ADDITIONAL SPECIAL CONDITIONS disposal, transportation shall also be performed by a licensed carrier. The Contractor is responsible for proper manifesting of the material from the site to the waste disposal facility. Completed Manifests shall be returned to the City Department of Environmental Management within 90 days of shipment. 5. HANDLING VAPOR CONCENTRATIONS a. In order to maintain safe working conditions, the vapor concentrations should not exceed 20 percent of the Lower Explosive Limit (LEL). During construction, measures should be taken to maintain LEL levels below 20 percent in all working areas. b. To monitor vapor levels and oxygen levels a combustible gas indicator (CGI) with a LEU02 meter should continuously operate in the working area. The CGI should be properly calibrated and should have an alarm that sounds if 20 percent LEL is reached. Monitoring data from the GCI should be recorded periodically to determine if ventilation or other methods are effective . In the event local health and safety agencies require more stringent monitoring, the local regulations must be implemented. D. MEASUREMENT AND PAYMENT: Payment for handling PPCS, PPCW and Vapor Concentrations, obtaining and paying for any permits required, hiring the services of a qualified professional environmental consultant(s), environmental issues, stockpiling and all issues included and incidental to this section will be full compensation for all labor, equipment, materials, and supervision. Measurement and Paymerit for this section will be per linear foot of trench excavated where the excavated material is handled as a contaminated material. No separate payment will be made for handling of contaminated water, vapor concentrations, sampling, stockpiling, etc. DA-38 LOADING, TRANSPORTATION, AND DISPOSAL OF CONTAMINATED SOIL A. GENERAL: This item has been established for the loading, transportation and disposal of contaminated soils in a State of Texas approved disposal site (landfill) to handle special wastes (petroleum contaminated soils). A bid item has been established in the proposal for the proper loading, transportation and disposal of the material to a designated site and the quantity established is the Engineer's best estimate of the quantity that may be removed. This quantity may vary depending upon actual conditions and testing results. The unit price bid will not be increased regardless of the actual amount of material disposed and may be decreased if a larger volume of material, than that" listed in the bid proposal, results in a unit cost reduction for disposal. B. WASTE MANIFESTS: Any and all non-hazardous liquid and petroleum substance waste removed from the site of generation and transported for treatment and/or disposal must be accompanied by a waste shipment record/manifest detailing required generator, transported , destination and waste description information. These results may not be uniform throughout the 11102/04; REVISED Oct. 2007 ASC-67 PART DA -ADDITIONAL SPECIAL CONDITIONS entire site. For all petroleum substance waste, the waste shipment record utilized shall be TCEQ's equivalent forms to the previously used TNRCC PETROLEUM- SUBSTANCE WASTE AFFIDAVIT (Form TWC-0332). The Contractor shall be responsible for obtaining, originating and maintaining manifests in accordance with federal and state laws . The Contractor shall sign the manifests forms as Independent Contractor to the Owner. AUTHORIZATION OF PAYMENT FOR REMOVAL TRANSPORT AND TREATMENT/ DISPOSAL OF WASTES IN CONTINGENT UPON RECEIPT BY THE ENGINEER OF FULLY COMPLETED AND SIGNED MANIFEST FORMS that are in agreement with regard to the type and amount of waste removed from the site and received by the treatment/disposal facility. The Contractor shall immediajely resolve any manifest discrepancies . Completed Manifests shall be returned to the City Department of Environmental Management within 90 cays of shipment. C. MEASUREMENT AND PAYMENT: Payment for this item shall be made per in place cubic yard of contaminated soils that are loaded, transported and disposed of in an approved special disposal site. No separate payment will be made for loading, transportation and disposal of contaminated ground waters collected; these costs considered subsidiary to DA-37R, POTENTIALLY PETROLEUM CONTAMINATED MATERIAL HANDLING. The proposed landfill shall be included in the Contractor's bid submittal and approved by the City of Fort Worth Department of Environmental Management prior to contract award. Contractor shall be responsible for all landfill costs, including, but not limited to landfill fees, transportation costs and landfill operator requested analytical testing and waste characterization. DA-39R ROCK RIP RAP WITH FILTER FABRIC AND SELECTIVE GROUTING (AS AUTHORIZED) A. GENERAL: 1. General Conditions, Supplemental Conditions, applicable requirements of Division 1 - General Requirements and the North Central Texas Council of Governments (NCTCOG) Standard Specifications, are hereby made a part of this section. 2 . This item shall govern for the installation of rock riprap as shown on the plans. For this project, 24-inch Riprap is recommended for installation. B. DESIGN CRITERIA: 1. The toe of the riprap revetment shall be entrenched in stable channel bottoms. If the channel bottom is not stable, the design shall incorporate other requirements needed to stabilize the revetment toe. 2. The channel side slope shall be as shown on the drawings. 3. Engineering filter fabric material shall be placed underneath the riprap. 4. Riprap shall extend up the bank to an elevation where vegetation will provide adequate protection. See Plans for topographic cross sections. 11/02104; REVISED Oct. 2007 ASC-68 PART DA -ADDITIONAL SPECIAL CONDITIONS C. PRODUCT: 1. RIPRAP MATERIAL: Stone for riprap shall be durable and of a suitable quality to insure permanence in the structure . It shall be free from cracks , seams and other defects that would tend to increase deterioration. Rock shall be reasonably well graded between the following prescribed limits: 24" Riprap 18" Riprap Sieve Size (Square Mesh) 24inch 18inch 12inch 6 inch Sieve Size (Square Mesh) 18inch 12 inch 6inch 3inch Percent Passing 100 80-90 45-55 0-20 Percent Passing 100 60-85 15-45 0-15 2. RIPRAP WEIGHT: Weight of rock shall be one hundred fifty five pounds per solid cubic foot (min .) calculated from the bulk specific gravity (saturated surface dry). 3. FILTER FABRIC BLANKET: Only City Approved Manufacturers products will be allowed . The Contractor shall provide the City with the grade, type, and manufacturer of the filter fabric blanket. 4. RIPRAP GROUTING (Requires Prior City Authorization) a. FINE AGGREGATE: Fine aggregate for grouting mix shall consist of natural sand, manufactured sand , or a combination of natural and manufactured sands . The grading and uniformity of the fine aggregate shall conform to the following requirements as delivered to the mixers: Sieve Designation, U.S. Standard Square Mesh 3/8 in . (9.5 mm) No. 4 (4.75 mm) No. 8 (2.36 mm) No . 16 (1.18 mm) No. 30 (600 um) No . 50 (300 um) No. 100 (150 um) 11/02/04; REVISED Oct. 2007 ASC-69 Permissible Limits Percent by Weight, Pass ing 100 95 -100 80-95 55-75 30-60 12-30 2-10 PART DA -ADDITIONAL SPECIAL CONDITIONS D. EXECUTION: 1. CONSTRUCTION: Cl a. The channel side slope and the toe excavation shall be prepared to the required lines and grades. b. Filter fabric and riprap shall be placed in succession to the required thicknesses and elevations . Riprap shall be hand placed around structures to prevent damage to the structures . 2 . INSTALLATION OF THE FILTER FABRIC (GEOTEXTILE): The geotextile shall be placed in the manner and at the locations shown on the drawings. At the time of installation, the geotextile shall be rejected if it has defects, rips, holes, flaws, deterioration or damage incurred during manufacture, transportation or storage. T he surface to receive the geotextile shall be prepared to a relatively smooth condition free of obstructions, depressions, debris , and soft or low density pockets of mate rial. Erosion features such as rills, gullies, etc. must be graded out of the surface before geotextile placement. The geotextile shall be placed with the long dimension perpendicular to the centerline of the channel and laid smooth and free of tension, stress, folds, wrinkles, or creases. The strips shall be placed to provide a minimum width of 24-inches of overlap for each joint. Temporary pinning of the textile to help hold it in place until the rock riprap is placed. The temporary pins shall be removed as the riprap is placed to relieve high tensile stress which may occur during placement of material on the geotextile. The specified placement procedure requires that the length of the geotextile be greater than the actual slope length. The Contractor shall adjust the actual length of the geotextile used based on initial installation experience. The geotextile shall be protected at all times during construction from contamination by surface runoff and any geotextile so contaminated shall be removed and replaced with uncontaminated geotextile. Any geotextile damaged during its installation or during placement of riprap shall be replaced by the Contractor at no cost to the Owner. The work shall be scheduled so that the covering of the geotextile with a layer of the specified material is accomplished within seven (7) calendar days after placement of the geotextile. Failure to comply shall require replacement of geotextile . The geotextile shall be protected from damage prior to and during the placement of rock riprap. Before placement of gabion units, the Contractor shall demonstrate that the placement technique will prevent damage to the geotextile. In no case shall any type of equipment be allowed on the unprotected geotextile. 3. RIPRAP PLACEMENT: Stone for riprap shall be placed on the filter fabric blanket in such a manner as to produce a reasonably well graded mass of rock with the minimum practicable percentage of voids and shall be constructed within the specified tolerance to the lines and grades shown on the drawings . Then intent of these specifications is to require placement of riprap to the thickness shown and to allow isolated stones to extend as much as six inches above grade. Riprap shall be placed to its full course thickness at one operation and ii1 such a manner as to avoid displacing the fabric. The larger stones shall be well distributed and the entire mass of stones in their final position shall conform to the gradation specified hereinbefore . The finished riprap shall be free from objectionable pockets of small stones and clusters of larger stones . The desired distribution of the various sizes of stones throughout the mass shall be obtained by selective loading of the material at the quarry or other source, by controlled dumping of successive loads during final placing, 11/02104 ; REVISED Oct. 2007 ASC-70 PART DA -ADDITIONAL SPECIAL CONDITIONS or by other methods of placement which will produce the specified results . Rearranging of individual stones, by mechanical equipment or by hand will be required to the extent necessary to obtain a reasonably well graded distribution of stone specified above. The Contractor shall maintain the riprap protection until accepted. Any material displaced by any cause shall be replaced at his erosion to the lines and grades shown on the Drawings. 4 . GROUT PLACEMENT (If authorized): Grout shall be composed of cement, water and air-entraining admixture and sand mixed in the proportions of 1 part of Portland cement to 3 parts of sand, sufficient water to produce a workable mixture, and that amount of admixture which will entrain sufficient air to produce durable grout, as determined by the ENGINEER. Sand for groutmg shall conform to the requirements of paragraph: FIRJE AGGREGATE. The grout shall be mixed in a concrete mixer in the manner specified for concrete except that the time of mixing shall be increased to that necessary to produce a mixture having a consistency such as to permit gravity flow into the interstices of the riprap with the help of limited spading and brooming . The grout shall be used in the work within a period of one (1) hour after mixing. Retempering of ground will not be permitted. Riprap shall not be grouted when the ambient temperature is below 35 degree F. or above 95 degrees F. unless approved by the ENGINEER in writing; nor when the grout, without special protection, is likely to be subjected to freezing temperatures before final set has occurred. Prior to grouting, all surfaces of riprap shall be wetted. The riprap shall be grouted in successive longitudinal strips, approximately 1 O feet in width, commencing at the lowest strip and working up the slope. Grout shall be brought to the place of final deposit by approved means, and in no case will grout be permitted to flow on the rip rapped surface a distance in excess of 10 feet. Immediately after dumping the batch of grout, it shall be distributed over the surface of the strip by the use of brooms and the grout worked into place between stones with suitable spades, trowels, or vibrating equipment. As a final operation, the grout shall be removed from the top surfaces of the upper stones and from pockets and depressions in the surface of the stone protection. After completion of any strip as specified, no workman or any load shall be permitted on the grouted surface for a period of at least 24 hours. The grouted surface shall be protected from rain, flowing water, and mechanical injury. The surface of all grouted riprap shall be cured by keeping the surface continuously wet for a period of not less than 7 days. E. MEASUREMENT AND PAYMENT 1. FILTER FABRIC: Filter fabric will be measured by the square yard for material used including that required at toes and thickened edges of riprap. Payment for filter fabric shall be considered subsidiary to the cost of the project and no additional payment will be allowed. 2. STONE RIPRAP: Stone (rock) riprap will be measured by the cubic yard using actual plan dimensions. Payment for riprap will be made at the contract unit price per cubic yard which includes all plant, labor, material, and installation costs in-place, complete. 3. GROUT: Grout for rock riprap will be measured by the cubic yard using actual plan dimensions. Payment for grout, including all plant, labor, material, and installation costs shall be considered subsidiary to the cost of the project and no additional payment will be allowed. DA-40 CONCRETE RIPRAP (OMITTED) 11/02/04; REVISED Oct. 2007 ASC-71 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-41 CONCRETE CYLINDER PIPE AND FITTINGS (OMITTED) DA-42 CONCRETE PIPE FITTINGS AND SPECIALS (OMITTED) DA-43 UNCLASSIFIED STREET EXCAVATION (OMITTED) DA-44 6" PERFORATED PIPE SUBDRAIN (OMITTED) DA-45 REPLACEMENT OF 4" CONCRETE SIDEWALKS (OMITTED) "' DA-46 RECOMMENDED SEQUENCE OF CONSTRUCTION (OMITTED) DA-47 PAVEMENT REPAIR IN PARKING AREA (OMITTED) DA-48 EASEMENTS AND PERMITS All easements (both temporary and permanent) and permits that have been secured at this time for this project are made a part of these contract documents thereto. Any identified easements and/or permits that have not been obtained by the time of publication shall be secured before construction starts. No work is to be done in areas requiring easements and/or permits until the necessary easements are obtained. The Contractor's attention is directed to the easement description and permit requirements, as contained herein, along with any special conditions that may have been imposed on these easements and permits . Where the pipeline crosses privately owned property, the easements and construction areas are shown on the plans. The easements shall be cleaned up after use and restored to their original conditions or better. In the event additional work room or access is required by the Contractor, it shall be the Contractor's responsibility to obtain written permission from the property owners involved for the use of additional property required. No additional payment will be allowed for this item. DA-49 HIGHWAY REQUIREMENTS (OMITTED) DA-50 CONCRETE ENCASEMENT Concrete encasement shall be Class E (1500 psi) concrete and for sewer line encasements shall conform to Fig . 113; for water line encasements it shall conform to Fig . 20 of the General Contract Documents. Requirements for such encasement are specified in Sections E1-20 and E2-20 of the General Contract Documents. · Payment for work such as forming, placing, and finishing including all labor, tools, equipment and material necessary to complete the work shall be included in the linear foot price bid for Concrete Encasement. DA-51 R CONNECTION TO EXISTING STRUCTURES All connections between proposed and existing facilities shall consist of a watertight seal. Concrete used in the connection shall be Class A (3000 psi) concrete and meet the requirements of Section E1-20 and E2-20 of the General Contract Documents . Prior to concrete placement, a 11102/04; REVISED Oct. 2007 ASC-72 PART DA -ADDITIONAL SPECIAL CONDITIONS gasket (A-Lok or Z-Lok), RAM-Nek or other approved equal sealing device or material, shall be installed around penetrating pipe into the structure . Payment for such work as connecting to existing facilities including all labor, tools , equipment, and material necessary to complete the work shall be considered as subsid iary to other items bid. DA-52 TURBO METER WITH VAULT AND BYPASS INSTALLATION (OMITTED) DA-53 OPEN FIRE LINE INSTALLATIONS (OMITTED) DA-54 WATER SAMPLE STATION)OMITTED) DA-55 CURB ON CONCRETE PAVEMENT (OMITTED) DA-56R SHOP DRAWINGS 1. Submit seven (7) copies of shop drawings, layouts, manufacturer's data and material schedules as may be required by the Engineer for his review . Submittals may be checked by and stamped with the approval of the Contractor and identified as the Engineer may require. Such review by the Engineer shall include checking for general conformance with the design concept of the project and general compliance with information given in the General Contract Documents. Indicated actions by the Engineer, which may result from his review, shall not constitute concurrence with any deviation from the plans and specifications unless such deviations are specifically identified by the method described below, and further shall not relieve the Contractor of responsibility for errors or omissions in the submitted data . Processed shop drawing submittals are not change orders. The purpose of submittals by the Contractor is to demonstrate that the Contractor understands the design concept, and that he demonstrates his understanding by indicating which equipment and materials he intends to furnish and install, and by detailing the fabrication and installation methods he intends to use. If deviations, discrepancies or conflicts between submittals and .the design drawings and/or specifications are discovered, either prior to or after submittals are processed, the design drawings and specifications shall govern. The Contractor shall be responsible for dimensions which are to be confirmed and correlated at the job site , fabrication processes and techniques of constriction, coordination of his work with that of other trades and satisfactory performance his work. The Contractor shall check and verify all measurements and review submittals prior to being submitted, and sign or initial a statement included with the submittal, which signifies compliance with plans and specifications and dimensions suitable for the application. Any deviation from the specified criteria shall be expressly stated in writing in the submittal. Three (3) copies of the approved submittals shall be retained by the Contractor until completion of the project and presented to the City in bound form . 2. Shop drawings shall be submitted for the following items prior to installation: List the required submittals here: a. HOPE Pipe fabrication and source materials b. Concrete mix designs for poured in place manholes or structures c. Prefabricated manholes d. Components of the flow control devices in the sewer junction structures e.. Non-shrink grout mix designs f . Manhole coating systems designs g . Bypass pumping system (pumps , header, pipe configuration) h. Dewatering plan (pumps, piping, filtration system, if applicable) 11 /02104 ; REVISED Oct. 2007 ASC-73 PART DA -ADDITIONAL SPECIAL CONDITIONS i. Coffer Dam (materials and assembly plans) Additional shop drawing requirements are described in some of the material specifications . 3. Address for Submittals -The submittals shall be addressed to the City's Project Manager: Liam Conlon, Project Manager Department of Engineering City of Fort Worth 1000 Throckmorton Fort Worth, TX 76102 DA-57 COST BREAKDOWN (OMITTED) DA-58 STANDARD STREET SPECIFICATIONS H.M.A.C. OVERLAY (OMITTED) DA-59 H.M.A.C. MORE THAN 9 INCHES DEEP (OMITTED) DA-60 ASPHALT DRIVEWAY REPAIR (OMITTED) DA-61 TOP SOIL Where directed by the Engineer, top soil shall be applied in accordance with the City of Fort Worth Transportation and Public Works Department's Standard Specifications for Street and Storm Drain Construction , Item 116, except as follows: All labor, equipment, tools and incidentals shall be included in the square yard bid price for the top soil. DA-62 WATER METER AND METER BOX RELOCATION AND ADJUSTMENT (OMITTED) DA-63R BID QUANTITIES Bid quantities of the various items in the proposal are for comparison only and may not reflect the actual quantities . There is no limit to which a bid item can be increased or decreased. Contractor shall not be entitled to renegotiation of unit prices regardless of the final measured quantities. To the extent that C4-4.3 conflicts with this provision, this provision controls. No claim will be considered for lost or anticipated profits based upon differences in estimated quantities versus actual quantities. Total quantities given in the bid proposal may not reflect actual quantities; however, they are given for the purpose of bidding and awarding the contract. Moreover, there is to be not limit on the variation between the estimated quantities shown and actual quantities performed. DA-64 WORK IN HIGHWAY RIGHT OF WAY (OMITTED) DA-65 CRUSHED LIMESTONE (FLEX-BASE) (OMITTED) DA-66 OPTION TO RENEW (OMITTED) DA-67 NON-EXCLUSIVE CONTRACT (OMITTED) 11102104; REVISED Oct. 2007 ASC-74 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-68 CONCRETE VALLEY GUTTER (OMITTED} DA-69 TRAFFIC BUTTONS (OMITTED} DA-70 PAVEMENT STRIPING (OMITTED} DA-71 H.M.A.C. TESTING PROCEDURES (OMITTED} DA-72 SPECIFICATION REFERENCES _, When reference is made in these specifications to a particular ASTM, AWWA, ANSI or other specification, it shall be understood that the latest revision of such specification, prior to the date of these general specifications or revisions thereof, shall apply. DA-73 RELOCATION OF SPRINKLER SYSTEM BACK-FLOW PREVENTER/CONTROL VALVE AND BOX (OMITTED} DA-74 RESILIENT-SEATED GATE VALVES (OMITTED} DA-75R EMERGENCY SITUATION, JOB MOVE-IN (FOR INFORMATION PURPOSES ONLY) The Owner or Engineer shall determine when an emergency situation shall exist. When wastewater emergency work is required, the Contractor shall mobilize to the said location within twenty-four (24) hours after given notification from the Inspector and/or Project Manager. The Contractor shall make all necessary arrangements for bypass pumping, setting up barricades, notifying citizens, etc., while waiting for other utilities to be located as directed by the Engineer. · The Contractor shall work continuously until the emergency work order has been completed at a time agreed to by the Project Manager, Inspector, and Contractor. After the emergency work order has been completed, there will be no additional "Job Move-In" charges paid to remobilize back to the previous project location site. DA-76 1 %" & 2" COPPER SERVICES (OMITTED) DA-77 SCOPE OF WORK (UTIL. CUT) (OMITTED) DA-78 CONTRACTOR'S RESPONSIBIL TY (UTIL. CUT) (OMITTED) DA-79 CONTRACT TIME (UTIL. CUT) (OMITTED) DA-80 REQUIRED CREW PERSONNEL & EQUIPMENT (UTIL. CUT) (OMITTED) DA-81 TIME ALLOWED FOR UTILITY CUTS (UTIL. CUT) (OMITTED) DA-82 LIQUIDATED DAMAGES (UTIL. CUT) (OMITTED) DA-83 PAVING REPAIR EDGES (UTIL. CUT) (OMITTED) DA-84 TRENCH BACKFILL (UTIL. CUT) (OMITTED) DA-85 CLEAN-UP (UTIL. CUT) (OMITTED) 11/02104; REVISED Oct. 2007 ASC-75 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-86R PROPERTY ACCESS (UTIL. CUT) Access to adjacent property shall be maintained at all times unless otherwise directed and authorized by the City or Engineer. DA-87 SUBMISSION OF BIDS (UTIL. CUT) (OMITTED) DA-88 STANDARD BASE REPAIR FOR UNIT I (UTIL. CUT) (OMITTED) DA-89 CONCRETE BASE REPAIR FOR UNjT II & UNIT Ill (UTIL CUT) (OMITTED) DA-90 2" TO 9" H.M.A.C. PAVEMENT (UTIL. CUT) (OMITTED) DA-91 ADJUST WATER VALVE BOXES, MANHOLES, AND VAULTS (UTIL. CUT) (OMITTED) DA-92 MAINTENANCE BOND (UTIL. CUT) (OMITTED) DA-93 BRICK PAVEMENT (UTIL. CUT) (OMITTED) DA-94 LIME STABILIZED SUBGRADE (UTIL. CUT) (OMITTED) DA-95R CEMENT STABILIZED SUBGRADE (UTIL. CUT) At the direction of the Engineer, the Contractor shall stabilize the subgrade or base material for manholes and selective pipe trenches with Portland Cement in conformance with Specification Item 214, Portland Cement Treatment, in the Standard Specifications for Street and Storm Drain Construction of the City of Fort Worth, Texas Transportation and Public Works Department. Unless directed otherwise by the Engineer, Cement shall be applied at a minimum rate of five pounds (5#) per square yard per inch of depth. Payment for cement stabilized subgrade will be measured by the cubic yard using actual plan dimensions . Payment for cement stabilized subgrade will be made at the contract unit price per cubic yard which includes all plant, labor, material, and installation costs in-place, complete and shall be included under Fill Material -Flowable Fill -Install (Class E Concrete (1500#) for Miscellaneous Placement) Line Item. DA-96 REPAIR OF STORM DRAIN\STRUCTURES (UTIL. CUT) (OMITTED) DA-97R "QUICK-SET" CONCRETE (UTIL. CUT) In high traffic or critical project areas where the utility cut repair must be returned to service sooner than a normal cure time will allow, the Contractor shall use concrete admixtures as outlined in Item 422, "Concrete Admixtures" or ready made mixes such as "Rapid Set" concrete mix or approved equal. Any and all materials used shall conform to the above mentioned Item 422. Payment for quick set concrete shall be shall be considered subsidiary to the cost of the project and no additional payment will be allowed. 11102104; REVISED Oct. 2007 ASC-76 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-98R UTILITY ADJUSTMENT (UTIL. CUT) This item is included for the basic purpose of establish ing parameters for negotiating a contract price which will be comparable to the fina1 cost of making necessary adjustments required due to utility cut repairs to water, sanitary sewer, electric serv ice and natural gas service lines and appurtenances including irrigation lines (sprinkler systems), etc. where such lines and appurtenances are the property owner's responsibility to maintain. The inclusion of th is specification does not guarantee any payment for utility adjustments neithe r does it confine utility adjustments to stated amounts, if any shown , in the Proposal. It shall be the Contractor's responsibility to provide the services of a licensed plumber or electrician to make the utility adjustments determi.fl ed necessary by the Engineer. No payment will be made for utility adjustments except those adjustments determined necessary by the En gineer. Should the Contractor damage service lines due to his negligence , where such lines would not have required adjustment or repair otherwise, the lines shall be repaired and adjusted by the Contractor at the Contractor's expense . The payment to the Contractor for utility adjustments shall be the actual cost of the adjustments plus ten percent (10%) to cover the cost of bond and overhead incurred by the Contractor in handling the utility adjustments . DA-99 STANDARD CONCRETE SIDEWALK AND WHEELCHAIR RAMPS (UTIL. CUT} (OMITTED} DA-100 LIMITS OF CONCRETE PAVEMENT REPAIR (UTIL. CUT} (OMITTED} DA-101 CONCRETE CURB AND GUTTER (UTIL. CUT} (OMITTED) DA-102 PAYMENT (UTIL. CUT) (OMITTED} DA-103 DEHOLES (MISC. EXT.) The Contractor excavates for existing water and/or sanitary sewer main as detailed by work order together with a sketch . The location and dimensions shown on the plans relative to other existing utilities are based on the best information available. Omission from , or the inclusion of utility locations on the Plans is not to be considered as the nonexistence of, or a definite location of, existing underground utilities . It shall be the Contractor's responsibility to verify locations of adjacent and/or conflicting utilities sufficiently in advance of construction in order that he may negotiate such local adjustments as necessary in the dehole process to provide adequate clearances . The Contractor shall take all necessary precautions in order to protect all services encountered . Any damage to utilities resulting from the Contractor's operations shall be restored at his expense . Payment for work such as backfill and all other associated appurtenances required shall be included in the price of the appropriate bid item . DA-104 CONSTRUCTION LIMITATIONS (MISC. EXT.) (OMITTED) DA-105 PRESSURE CLEANING AND TESTING (MISC. EXT.} (OMITTED) DA-106 BID QUANTITIES (MISC. EXT.} (OMITTED) DA-107 LIFE OF CONTRACT (MISC. EXT.) (OMITTED} 1110 2104; REVISED Oct. 2007 ASC-77 PART DA -ADDITIONAL SPECIAL CONDITIONS DA-108 FLOWABLE FILL (MISC. EXT.) 1. Description: The flowable fill material shall be delivered to the site , free flowing and self-leveling and shall have a consistency enabling it to fill all voids without tamping, vibrating or compacting. The flowable fill material shall have an in place density of not less than 95 and not more than 115 lbs./cu. ft., with a maximum twenty-eight (28) day compression strength of not less than 60 and not more than 85 PSI allowing the material to be removed with hand tools such as picks and shovels. The height of free fall ofJhe flowable fill shall not exceed four (4) feet. Q 2 . Material Specifications: Flowable fill shall consist of: a. An appropriate amount of Portland Cement meeting ASTM C-150 (with other additives as necessary). b. Aggregates meeting ASTM C-33 c. Sand or fine aggregates as per City of Ft. Worth Standard Specifications for Street and Storm Drain Construction Item 406 · d. Flyash , Class C or F, meeting ASTM C-618 e. Admixtures 1. Mineral admixtures will be pozzolanic 2. Chemical admixtures shall be in liquid or powder form used in standard ready-mix concrete products unless specifically designed for flowable fill. Permissible types of admixtures are: a. High air generators, as manufactured by Grace Construction Products or approved equal, which are specifically designed for flowable fill to lower unit weights, reduce shrinkage and subsiderice, and control compressive strength. b. Air entraining admixtures conforming to ASTM C-260. c. High range water reducers conforming to ASTM C-494 Type F or G. d. Accelerating admixtures conforming to ASTM C-494, Type C. 1. Non-chloride, non-corrosive accelerators used where metals are present in concrete or embedded members. 2. Calcium chloride DA-109 BRICK PAVEMENT REPAIR (MISC. REPL.) (OMITIED) DA-110 DETERMINATION AND INITIATION OF WORK (MISC. REPL.) (OMITIED) DA-111 WORK ORDER COMPLETION TIME (MISC. REPL.) (OMITIED) DA-112 MOVE IN CHARGES (MISC. REPL.) (OMITIED) DA-113 PROJECT SIGNS (MISC. REPL.) Project Signs are required at all locations which will be under construction for more than thirty (30) calendar days as indicated in Part B Proposal. Project Signs shall be in accordance with Figure 30 (dated 9-18-96) of the General Contract Documents. The signs may be mounted on 11102104; REVISED Oct. 2007 ASC-78 - PART DA -ADDITIONAL SPECIAL CONDITIONS skids or on posts . The exact locations and methods of mounting shall be approved by the engineer. Any and all costs for the required materials , labor, and equipment necessary for the furnishing of Project Signs shall be considered as a subsidiary cost Qf the project and no additional compensation will be allowed . DA-114 LIQUIDATED DAMAGES (MISC. REPL.) (OMITTED) DA-115 TRENCH SAFETY SYSTEM DESIGN (MISC. REPL.) Because of the unique nature of this contract, the number of trench safety system designs required j s not known at the time bids are received. While the contractor is still bound by the latest version of the U.S. Department of Labor, Occupational ·safety and Health Administration Standards, 29 CFR Part 1926, Subpart P-Excavations as detailed in D-26 Trench Safety System, it is the City's intention that all costs incurred by the Contractor in acquiring trench safety designs be included in the unit price bid for Job Move in. DA-116 FIELD OFFICE (OMITTED) DA-117 TRAFFIC CONTROL PLAN (OMITTED) DA-118 COORDINATION OF WORK WITH CONTRACTOR FOR OTHER UNITS (OMITTED) DA-119A LARGE DIAMETER SEWER CLEANING AND INSPECTIONS A GENERAL: The work required by the project shall consist of furnishing all labor, materials, equipment, and supervision, and performing all work necessary to clean and internally televise the designated sanitary sewer lines in accordance with these Technical Specifications. The area of work shall be at those locations identified in the Contract Documents or as directed by the Engineer. DEFINITIONS AVAILABLE WATER: Water necessary for the performance of work, which may be taken from the fire hydrant nearest to the work site within City of Fort Worth, given conditions of traffic and terrain are compatible with the use of the hydrant for performance of work. Refer to Part 0-35 PRE-CONSTRUCTION TELEVISION INSPECTION OF SANITARY SEWER and see Part C, General Conditions, Section C6-6 LEGAL RELATIONS AND PUBLIC RESPONSIBILITY, paragraph C6-6.16 ARRANGEMENT AND CHARGES FOR WATER FURNISHED BY THE CITY. BUILDING SEWER: The conduit that connects building wastewater sources to the public or street sewer including lines serving homes, public buildings, commercial establishments, and industry structures. Also referred to as building lateral or service lateral. BYPASS: An arrangement of temporary pumps, piping and valves whereby the flow is pumped around a sewer line segment hydraulic structure or appurtenance. 11 /02/04; REVISED Oct. 2007 ASC-79 PART DA -ADDITIONAL SPECIAL CONDITIONS BYPASS PUMPING: The transportation of sewer flows around a specific sewer pipe/line sect ion or sections via a condu it for the purpose of controlling sewer flows in the specified section or sections without flowing or discharging onto public or private property. CHANGE ORDER: A written order to the Contractor authorizing an addition, deletion or revision in the work within the general scope of work of the agreement, or authorizing an adjustment in the agreement price or agreement time . COLLECTOR SEWER: A public line located in the street right-of-way or easements that collects the wastewater discharged through building sewers . These sewer lines conduct collec ted wastewater flows into larger)nterceptor sewers or pump stations . Collector sewers are also referred to as sewer laterals . " CONTRACT DOCUMENTS: See Part C, General Condition, Section C1-1 DEFINITIONS, paragraph C1-1.2 CONTRACT DOCUMENTS and paragraph C1-1.10 CONTRACT CONTRACTOR: See Part C, General Condition, Section C1-1 DEFINITIONS, paragraph , C1- 1.20 CONTRACTORS CREW: The number of persons required for the performance of work at a site as determined by the Contractor in response to task difficulty and safety considerations at the time or location of the work. DEBRIS: Soil, rocks, sand , grease, roots, etc.; in a sewer line excluding items mechanically attached to the line such as protruding service connections, protruding pipe, joint materials and the like. DEWATERING: The process of removing water, wastewater or storm water from junction structures, manholes or pipelines using hydraulic pumps to evacuate the source water from the structure Gr pipe sufficiently in order to perform various maintenance activities or inspection services. Typically used in conjunction with plugging . EASEMENT: A liberty , privilege, or advantage without profit that the Owner of one parcel of land may have in the land of another. In this agreement, all land other than public streets in which the Owner has sewer system lines or installations and right of access to such lines or installations. EASEMENT ACCESS: Areas within an easement to which access is required for performance of work. ENGINEER: See Part C , General Condition, Section C1-1 DEFINITIONS, paragraph C1-1.19 ENGINEER. EXISTING LINEAR FEET: The total length of existing sewer pipe in place within designated sewer systems as field measured from center of manhole to center of manhole. FLOW CONTROL: A method whereby normal sewer flows or a portion of normal sewer flows are blocked, retarded, or bypassed within certain areas of the sewer collection system. HYDRAULIC CLEANING: Techniques and methods to clean sewer lines utilizing the force of water either through pressurization in the form of a high velocity spray or water flowing by 11/02104; REVISED Oct. 2007 ASC-80 PART DA -ADDITIONAL SPECIAL CONDITIONS gravity or head pressure. Hydraulic Cleaning Devices include high-velocity jet cleaners, cleaning balls, and hinged disc cleaners . HYDRAULIC CUTIING: Techniques, methods and equipment to scour and remove materials that are adhered to the walls of the pipe utilizing specialized water nozzles and very high water pressures. These devices are designed to cut and remove the adhered materials simultaneously. INFILTRATION: The water entering a sewer system, including building sewers, from the ground through such means as defective pipes, pipe joints, connections, or manhole walls. Infiltration does,Jl ot include inflow. INFLOW: The water discharged into a sewer system, including building sewers from such sources as roof leaders, cellar, yard, and area drains, foundation drains , cooling water discharge, drains from springs and swamp areas, manhole covers, cross connections from storm sewers, combined sewers , and catch basins, storm waters, surface runoff, street wastewater or drains. Inflow does not include infiltration. INSPECTOR: The Owner's representative responsible for inspection and acceptance, approval, or rejection of work; performed as set forth in these specifications. INTERCEPTOR SEWER: A sewer that receives the flow from collector sewers and conveys the wastewater to treatment facilities . INTERNAL PIPE INSPECTION: The television inspection of a sewer line section. A Closed- Circuit TV (CCTV) camera is moved through the line at a slow rate and a continuous picture is transmitted to an above ground monitor and recorded in an acceptable video or digital video format on videotape or on CD or DVD disks, respectively. INVERT: The floor, bottom or lowest point of a conduit. INVERT ELEVATION: The elevation of the lowest portion of a liquid carrying conduit such as a sewer that determines the hydraulic gradient available for moving the contained liquid. JOINTS: The means of connecting sectional lengths of sewer pipe into a continuous sewer line using various types of jointed materials . The number of joints depends on the lengths of the pipe sections used in the specific sewer construction work . LINE SEGMENT: The length of sewer pipe connecting two manholes, also referred to as a manhole section. LINEAR FOOT: Being one foot in these specifications used to denote .the unit of measurement relating to the length of a sewer line. MAJOR BLOCKAGE: A blockage (structural defect, collapse, protruding service connection, debris) that prohibits manhole, pipeline or siphon cleaning and/or CCTV inspection. MECHANICAL CLEANING: Methods used to clean debris from sewer lines mechanically with devices such as rodding machines , bucket machines, root saws, winch pulled brushes, etc. May also include hydraulic root cutters and other hydraulic tools, if approved by the Engineer. 11/02104; REVISED Oct. 2007 ASC-81 PART DA -ADDITIONAL SPECIAL CONDITIONS OPERATIONS: The process of conducting either pipeline or siphon cleaning, and/or CCTV inspections at one project location, including all equipment and personnel necessary to conduct the activity and complete the task. OVERFLOW: (1) The excess water that flows over the ordinary limits of a sewer manhole or containment structure. (2) An illegal outlet pipe or receptacle for the excess water. OWNER: The City of Fort Worth. PASS: The movement of operating cleaning equipment from the upstream end of the line segment to the dQwnstream end at a rate not exceeding 60 feet per minyJe. POINT REPAIR: (1) A short pipeline repair made for the purpose of repairing a damaged portion of the pipe by removing and replacing the damaged pipe with new pipe using City approved couplings. (2) Extracting cleaning equipment or TV cameras from the sewer line. PLUGGING: The process of inserting an inflatable device into pipelines at manholes or junction structures which are designed to block or regulate gravity sewer flows temporarily. These devices are commonly known as flow-through plugs. REVERSE SETUP: A situation that arises when the television camera cannot pass through the line segment from the upstream manhole, making it necessary to reverse the positions of the television equipment to the downstream manhole and enter the sewer from the opposite direction. SANITARY SEWER: A pipe intended to carry only sanitary or sanitary and industrial wastewater from residences, commercial buildings , i.ndustrial parks and institutions. SEWER CLEANING: The utilization of mechanical or hydraulic equipment to dislodge, transport and remove debris from sewer lines and manholes. SEWER PIPE: A length of conduit manufactured from various materials and in various lengths, that when joined together can be used to transport wastewater from the points of origin to a treatment facility. · SITE: Any location where work has been or will be done. SITE ACCESS: An adequately clear area of a size sufficient to accommodate personnel and equipment required at the location where work is to be performed, including roadway or surface sufficiently unobstructed to permit conveyance of vehicles from the nearest paved roadway to the work location. STREET ACCESS: Areas normally used for public vehicular traffic (including roads, streets, or right-of-way) to which safe access is required for performance of work. SUBCONTRACTOR: An individual, firm or corporation having a direct contract with the Contractor or with a lower-tier Subcontractor for performance of part of the work. SURCHARGE: When the sewer flow exceeds the hydraulic carrying capacity of the sewer line. 11102/04; REVISED Oct. 2007 ASC-82 PART DA -ADDITIONAL SPECIAL CONDITIONS SURCHARGE CONDITION: When the sewer flow depth equals or exceeds the diameter of the discharging sewer line. SWALE (DIP, SAG): A significant deviation in pipe grade such as to cause e_ntrapment of solids, semi-solids and liquids thereby impeding the accuracy and/or effectiveness of flow measurements, cleaning and internal inspection . VAULT: Usually, a large concrete structure where sewer flows are combined at the junction of large diameter sewer mains in san itary sewer collection systems . ~ WASTE: The remains in the wastewater n9,rmally found in sewer lines excluding items mechanically attached to the line such as protruding service connections , protruding pipe , joint materials and the like. B. DEBRIS : All sludge , dirt, sand, rocks, grease , and other solid or semisolid material resulting from the cleaning operation shall be removed at either the upstream or downstream manhole of the section being cleaned . The intentional passing of debris from line segment to line segment shall not be permitted. 1. DISPOSAL OF DEBRIS: All debris resulting from the cleaning operations shall be removed and transported by the Contractor to locations designated by the City at the end of each work day. PERMITING, INSURANCE AND ADDITIONAL REQUIREMENTS: The Contractor shall take all steps necessary and appropriate to prevent adverse effects on the wastewater collection system and treatment plant processes. The Contractor shall provide the proper contact information to Fort Worth Water Department Pretreatment Services, including names, addresses, phone numbers , and e-mail address of company representatives managing and controlling daily project activities . Seven days prior to initiating operations, the Contractor shall apply for an Environmental Site Permit with the City of Fort Worth Water Department, Pretreatment Services Division (817) 871- 8305. All vehicles and equipment used in the transportation, storage and disposal of debris removed during cleaning operations are required to meet criteria as described in City of Fort Worth Ordinance No . 12274, Article VII "Liquid Wastes". A copy of this Ordinance is available for review at the office of the En·gineer. The Contractor's transporters must be . registered with the Texas Commission on Environmental Quality (TCEQ). An additional requirement for this project is Environmental Impairment Liability Insurance. Reference Part C1, Item F, Section C3-3 .11 INSURANCE for a description of the insurance . The form for "Environmental Impairment Liability Insurance" to be submitted is found in Part F, INSURANCE AND BONDS of the Contract Documents . All solids or semi-solids resulting from the cleaning operations shall be characterized by the Contractor. The Contractor shall dispose of the waste at the Cold Springs Processing facility , an approved disposal site for this waste classification . All materials shall be removed from the site, at a minimum, at the end of each workday. Waste may not be stored in a TCEQ permitted mobile closed container for more than 4 days . 11/02104 ; REVISED Oct. 2007 ASC-83 PART DA -ADDITIONAL SPECIAL CONDITIONS The Contractor shall prepare and submit a "Spill Prevention and Counter Control Plan" that will address handling of any spills to the environment. If an accidental discharge or spill occurs during cleaning, collection or transportation activities, the Contractor is responsible for taking appropriate actions to prevent harm to human health and the environment as required by applicable Federal, State and local laws. The Fort Worth Department of Environmental Management and Water Department Pretreatment Services shall be contacted immediately. Registered transporters must maintain copies of their TCEQ registration letter and application in all vehicles used on the project. The transporter must maintain a record of each ·individual collection and.,,deposit in the form of a trip ticket. (See City of Fort Worth Ordinance No. 12274, Article VII, Section 12.5-711, (k).) Environmental Site Inspections"' can be made at any time during the duration of the project. Proof of proper TCEQ registration and trip ticket records must be provided immediately when requested. Both State and City will perform environmental site inspections during the course of the project. The Contractor ·WILL NOT BE ALLOWED to apply chemicals or biological materials for the purpose of root control or grease removal on this project. Under NO circumstances will the Contractor be allowed to conduct material handling, storage, transportation or disposal in a manner that does not comply with all applicable Federal, State & Local regulations governing these activities. All solid or semi-solid debris shall be removed and transported by the contractor to the Cold Springs Processing Facility located at 1300 Cold Springs Road, Fort Worth, Texas 76102. The contact person for Cold Springs Processing is Gary Beavers, who can be reached at (817) 332-4939. The Contractor's cleaning equipment shall have permits in accordance with all applicable Federal, State and Local regulations. The City, at its own expenses, will dispose the debris generated from this project. The Contractor will track the amount of debris removed from the sanitary sewer system and provide documentation of debris tracking to the City and the Engineer using City supplied cleaning forms and trip-ticket books. One copy of each trip-ticket will be supplied to the designated disposal site, the Contractor will keep one, two copies will be given to the City, and one to the Engineer. At a minimum, the tickets will be filed on a weekly basis to all parties by the Contractor including the permit numbers for vehicles used on the project daily. .The Contractor shall also be required to submit its own TCEQ Liquid Waste Hauler paperwork to the City. MEASUREMENT AND PAYMENT~ The Contractor is responsible for collecting and transporting the debris to the Cold Springs Processing Facility. The cost of collecting and transporting the debris is subsidiary to Sewer System Cleaning and no additional compensation will be allowed. The actual cost for the DISPOSAL OF DEBRIS will be PAID FOR by the City. C. SEWER SYSTEM CLEANING Sewer system cleaning shall be performed with hydraulically propelled high-velocity jets, or mechanical powered equipment. Equipment shall be based on field conditions such as access to manholes, type and quantity of debris to be removed, size of sewer, and depth of flow. The Contractor will record the amount of debris removed during cleaning operations using the 11/02104; REVISED Oct. 2007 ASC-84 PART DA -ADDITIONAL SPECIAL CONDITIONS Cleaning Form contained in Appendix A of the Contract Documents. The clean ing forms shall be submitted , at a minimum , on a weekly basis to the City and Engineer. 1. SEWER LINE CLEANING: Hydraulic or mechanical means shall be used to remove all dirt, grease , rocks, sand, and other materials and obstructions from the sewer lines . The method of cleaning for each segment shall be based on site condi ti ons and shall be approved by the Engineer. The equipment shall be capable of cleaning a minimum length of 1500 LF of sanitary sewer main. The equipment and methods selected shall be satisfactory to the Engineer. Manholes at each end of the line segments being cleaned shall also be cleaned and all debris shall be removed. Finally, the Contractor shall clean the upstream manhole prior to cleaning the line segment. '""' If successful cleaning cannot be performed without risk of damage to the pipe or the equipment fails to traverse the entire line segment, cleaning efforts shall be temporarily suspended and Eng ineer shall be notified . Before cleaning can resume , the segment shall be televised and evaluated in order to determine if segment can be adequately cleaned . The Contractor shall provide an observer at the upstream manhole during all passes to ensure that the entire line segment is cleaned on subsequent passes. The Contractor shall also provide a mechanism to prevent debris from moving downstream from the line segment being cleaned . 2. VAULT AND MANHOLE CLEANING: Walls shall be washed using a high pressure water jet capable of pressures up to 1500 p.s .i. Debris from the vau lt or manhole shall be vacuumed and d isposed of in the same manner as the debris from the clean ing of the adjacent sanitary sewer lines . VAULT CLEANING and MANHOLE CLEANING shall be considered incidental to the sewer line clean ing work and the Junction Structure Rehabilitation bid items for existing facilitie's located at M-244B Sta .89+00 and Sta. 130+34 , with no add itional compensation allowed . 3. ROOT REMOVAL: Roots shall be removed in designated sections where root in t rusion is a problem and shall be considered part of sewer cleaning procedures . A list of lines requiring root removal shall be given to the City and the Enginee r so that they may be added to the City's on-going maintenance list. Special attention should be g iven during the clean ing operations to ensure complete removal of roots from the joints . Procedures may include the use of mechanical equipment such as rodding machines, bucket machines and winches using root cutters and porcupines , and equipment such as high-velocity jet cleaners . Chemical means of root control or removal MAY NOT be used on this project. The Contracto r may conduct CCTV inspections during the root removal process; however, the supplemental CCTV inspection is considered subsidiary to Sewer Line Cleaning with no additional compensation allowed . 4. GREASE REMOVAL: Grease shall be removed in sewer main sections where grease is found and shall be considered part of standard sewer cleaning procedures. The Contractor shall provide a list of lines requiring grease removal to the City and the Engineer so that they may be added to the City's on-going maintenance list. Special attention should be g iven during the cleaning operations to ensure the complete removal of grease from the top of the pipe . Procedures may include the use of mechanical equipment such as rodding machines , bucket machines and winches using root cutters and porcup ines , and equipment such as high-velocity jet cleaners, and hot water. Chemical means of grease removal using an EPA approved chemical degreaser MAY NOT be used on this project without prior authorization from the City . Internal CCTV inspection during grease remova l will be allowed upon reque$t 11 /02/04 ; REVISED Oct. 2007 ASC-85 PART DA -ADDITIONAL SPECIAL CONDITIONS by the Contractor; however, it is considered subsidiary to Sewer Cleaning and the junction structure rehabilitation bid item with no additional compensation allowed. MEASUREMENT AND PAYMENT~ SEWER LINE CLEANING shall be paid at the unit price bid per linear foot of each size pipe for actual pipe cleaned. Measurement of the actual number of feet cleaned shall be made from center of manhole to center of manhole. When a partial line segment is cleaned, measurement shall be made from center of manhole to termination point of actual cleaning as validated by post-cleaning CCTV inspections. Based on the results of follow up internal television inspections required under this contract, the Contractor will be required to perform additional cleaning at NO additional cost to the Owner if the television work shows that initial cleaning is inadequate or incomplete. D. PRE-SEWER CLEANING NOTIFICATION: The success of the Fort Worth Water Department Cleaning Program is dependent the close coordination of City, Engineer and Contractor activities affecting Fort Worth Water Department customers in order to maintain good customer cooperation. The following are the requirements for notifying affected customers of cleaning activities which are subsidiary to other items bid. All procedures must be followed: 1. A notice ("flyer") in English and Spanish shall be provided to each residence and business a minimum of two (2) full working days prior to cleaning in the area. The Pre-Cleaning Notification flyer will inform the occupants of the purpose of the work, what might possibly occur, and telephone numbers to call in case of questions or problems. The master flyer for Pre-Cleaning Notification will be provided to the Contractor for use in making all necessary copies of the flyer on white paper for distribution to residences and businesses. The Contractor should date stamp the flyers used for distribution to the public. 2. Contractor shall, on a daily basis, document all distribution of flyers. Documentation at a minimum shall include maps showing areas notified, date, and name of person completing the notification. The Contractor will provide this information to the Engineer and City (Liam Conlon and Kirit Patel) by fax at (817) 451-2208, (817) 392-6828 and (817) 871-8382, respectively on a daily basis. 3. Contractor shall schedule work to be completed within fourteen (14) calendar days from the day notices are distributed. If the work is unable to be completed in the notified area before the end of 14 calendar days, the area must be re-notified prior to resuming work in that area. E. CLEANING EQUIPMENT: The City of Fort Worth Water Department Pre-Treatment Division must inspect all equipment used by the Contractor for cleaning of sewer lines. Contact Marlene Gates at (817) 871-8305 for scheduling of inspections. Information regarding City of Fort Worth vehicle permits and certifications can be found in Appendix A, Permits and Forms. All costs associated with local permits and certifications of vehicles are the responsibility of the Contractor. All vehicles used on this project must also be certified by the TCEQ and proof of this certification must be provided to the City . 11/02104; REVISED Oct. 2007 ASC-86 1. 2. 3. F. PART DA -ADDITIONAL SPECIAL CONDITIONS HIGH-VELOCITY JET (HYDROCLEANING) EQUIPMENT: All high-velocity sewer cleaning equipment shall be constructed for ease and safety of operation-. The Contractor shall have a selection of two or more high-velocity nozzles. The nozzles shall be capable of producing a scouring action from 10 to 45 degrees in all size lines designated to be cleaned. The equipment shall carry its own water tank, auxiliary engines, pumps, and hydraulically driven hose reel. For cleaning of sewers from 6 inches to 18 inches in diameter, pumps shall be capable of maintaining a minimum operating pressure of 1,500 p.s.i. For sewers 18 inches in diameter or greater, a minimum operating pressure of 2,300 p .s .i. is required . Equipment shall also include a high-velocity gun for washing and scouring manhole walls and floor. The gun shall be capable of prod~cing flow from a fine spray to a solid stream. HYDRAULICALLY PROPELLED EQUIPMENT: The equipment used shall be of a movable dam type and be constructed in such a way that a portion of the dam may be collapsed at any time during the cleaning operation to protect against flooding of the sewer. The movable dam shall be equal in diameter to the pipe being cleaned and shall provide a flexible scraper around the outer periphery to ensure removal of grease. If sewer cleaning balls or other equipment that cannot be collapsed are used, special precautions to prevent flooding of the sewers and public or private property shall be taken by the Contractor. Damages or claims resulting from backups and flooding shall be the responsibility of the Contractor. MECHANICALLY POWERED EQUIPMENT: Bucket machines shall be in pairs with sufficient power to perform the work in an efficient manner. Machines will be belt operated or have an overload device. Machines with direct drive that could cause damage to the pipe will not be allowed. A power rodding machine shall be either sectional or continuous rod type capable of holding a minimum of 750 feet of rod. The rod shall be specifically heat- treated steel. To ensure safe operation the machine shall be fully enclosed and have an automatic safety clutch or relief valve. Mechanically powered equipment shall only be used when authorized by the Engineer and shall be done only when other cleaning methods are shown to be ineffective. CLEANING PRECAUTIONS: During sewer cleaning operations, satisfactory precautions shall be taken in the use of cleaning equipment. When hydraulically propelled cleaning tools (that depend upon water pressure to provide their cleaning force) or tools that retard the flow in the sewer line are used, precautions shall be taken by the Contractor to ensure that the water pressure created does not damage or cause flooding of public or private property being served by the sewer. When additional water from fire hydrants is necessary to avoid delays in normal work procedures, the water shall be conserved and not used unnecessarily. No fire hydrant shall be obstructed in case of a fire in the area served by the hydrant or as restricted by the Owner. The Contractor shall use a backflow prevention device mounted on the fire hydrant in cases were the fire hose connected to the cleaning equipment is considered susceptible to contamination, regardless of the backflow configuration on the cleaning equipment. The Contractor shall be responsible for any damage caused by his actions during this project. 11102104; REVISED Oct. 2007 ASC-87 . PART DA -ADDITIONAL SPECIAL CONDITIONS G. REMEDIATION OF BACKUPS INTO BUILDINGS: Backups into buildings that occur during cleaning or other operations require immediate remediation using the services of a local firm specializing in cleaning and disinfecting residences and businesses. The firm used by the Contractor shall be approved prior to issuance of Notice-to-Proceed, and shall provide a protocol that will be implemented for various scenarios that may occur. Upon discovery that a backup has occurred, the Contractor will immediately notify the Wa ter ,,, Department Field Representative who will investigat~ the incident. The Contractor shall dry up the spill immediately and dispatch the cleaning service to professionally clean and disinfect the area . The cleaning service firm shall be at the customer site within three hours of notification of backup occurrence, or as otherwise scheduled by customer. All communication will be through the Water Department Field Representative (Kirit Patel). Documentation of the remediation services provided shall be given the Water Department Field Representative. Should customer refuse the remediation services, Contractor shall provide a business card and contact name should customer want to schedule remediation at a later date. Refusal of remediation services shall be documented in writing by the Contractor and provided to the Water Department Field Representative. INTERNAL BUILDING REMEDIATION shall be considered incidental to the work with no additional compensation allowed. H. CONTRACTOR RESPONSIBILITIES: The Contractor shall obtain all municipal and other governmental licenses and permits. The Contractor shall obtain approvals or consent from utilities or carriers such as the telephone companies or other persons or organizations upon whose proper or authority performance of work under the contract might impinge. The Contractor shall request written release from responsibility for the performance of work . under the contract if and to the extent such work is precluded by the inability to obtain such approvals or consent. The Contractor shall notify third parties (such as public and private utilities) of the Contractor's intent to perform work in an area where such parties may have rights to underground property or facilities and request maps or other descriptive information as to the nature and location of such underground facilities or property and assurance of the Contractor's ability to enter upon any public or private lands to which access is required for performance of the work under the contract. The Contractor shall obtain written permission for access to private property where easements are inadequate. The Contractor shall review all available information pertinent to the site of the project including reports prepared under previous accomplished studies or surveys and any other data relating to the design of the project, including maps drawings, construction specifications, sewer system records, etc., as provided by the Owner. The Contractor shall obtain all fresh water necessary for performance of work under the contract from fire hydrants at the site of work or from other suitable designated sources approved by the Owner. All costs associated with obtaining access to fresh water for performance of work are the responsibility of the Contractor. Refer to Part D Special Conditions, Item D-35 PRE- CONSTRUCTION TELEVISION INSPECTION OF SANITARY SEWER for more information. 11/02104; REVISED Oct. 2007 ASC-88 PART DA -ADDITIONAL SPECIAL CONDITIONS The Contractor shall obtain a secure storage area of a size adequate to accommodate the required equipment, vehicles , and materials for the period of performance of the agreement. The Contractor shall arrange traffic control when the safety of work or the public requires such protection or as may be otherwise specified. The Contractor shall transport all debris removed from the cleaning and CCTV operations to the City 's designated disposal site, the Cold Springs Processing Facility located at 1300 Cold Springs Road, Fort Worth, Texas 76102. The Contractor shall obtain all necessary permits for hauling and disposal of liquid waste in accordance with City of Fort Worth Ordinance 9978; State and Federal Requirements and Regulations . A copy of the ordinance may .be obtained from the Engineer. The Contractor shall have the ability to communicate with all crews and the Engineer at all times. The Contractor shall have a cellular telephone with a LOCAL telephone number and a LOCAL pager number at which the superintendent can be reached at any time while the work is underway. The Contractor shall provide daily notification of work locations to the Owner and Engineer. Contractor shall also immediately notify the Owner and Engineer in the event that a point repair is to be made or if lodged equipment causes a blockage or an overflow. The Contractor shall maintain a log of incidents and customer complaints . The log shall include date and time of call or incident, nature of complaint and resolution if any. Log shall be made · available to Engineer upon request. The Contractor shall provide documentation of all cleaning inspections on forms provided by the Engineer, on a weekly basis, at a minimum . A copy of the Cleaning Form is located in Appendix A of the Contract Documents. DISTANCE MEASUREMENT: The importance of accurate distance measurements is emphasized under this contract. Measurement for location of defects shall be above ground by means of a distance-measuring device as approved by the Engineer. All measurements shall be as specified or made by conventional means with accuracy, consistent with field conditions and common practice. The Contractor shall provide a method of distance measurement acceptable to the Engineer. The Contractor is responsible for obtaining all measurements for payment purposes. Marking on the cable or the like that would require interpolation for depth of manhole will not be allowed . Accuracy of the distance meter may be reviewed and approved by the Engineer for each line segment that has been properly cleaned and televised . I. OWNER'S RESPONSIBILITIES: The Owner shall provide a manhole-numbering system for all areas of the project and approximate manhole invert elevations based on available records when required for the performance of the work . Contractor shall collect all waste as related to the cleaning project and transport it to the Cold Springs Processing Facility . Part DA, Additional Special Conditions Item 119A -DEBRIS. As a part of this contract, the Owner, at its own expenses, will pay the disposal charges from the cleaning operations once the debris is delivered to the processing facility. 1110 2104; REVISED Oct. 2007 ASC-89 PART DA -ADDITIONAL SPECIAL CONDITIONS The Owner shall provide for the shut down or manual operation of certain pump stations, if such becomes necessary for performance of the work. The Owner shall prov ide for the removal of stop logs of certain junction structures, if such becomes necessary for the performance of the work. The Owner shall review and respond to all submittals and written requests submitted by the Contractor. The Owner shall provide for the exposure of all non-accessible or non-located manholes , if necessary. The Contractor should request the Owner's assistance only after making every attempt to locate and expose the manhole on his own. When feasible, the Owner shall provide basic assistance to the Contractor for sewer main access . The Owner requires a 15-day advanced written notice, if ~ccess assistance is needed by the Contractor. This assistance may include the construction of temporary access roads and the installation of gates. During the pre-construction meeting, the Owner and Contractor will walk the sewer lines to determine sewer main and manhole accessibility. FINAL ACCEPTANCE: Acceptance of sewer line, siphon, manhole and vault cleaning shall be made upon the successful completion of cleaning and shall be to the satisfaction of the Engineer. Internal CCTV inspection shall be used to determine if the cleaning is satisfactory in sewer lines. Sonar inspection may also be used to determine if the cleaning is satisfactory in siphons . If CCTV or sonar inspection shows the cleaning to be unsatisfactory, the Contractor shall be required to re-clean and inspect the line segment until the cleaning is shown to be satisfactory, at no additional cost to the City. Final acceptance of manholes and vaults cleaned by the Contractor shall be made by the Engineer based on visual inspection of the structures. J. SIPHON CLEANING AND INSPECTION: Siphons shall primarily be cleaned using hydraulic means to remove all dirt, grease, rocks, sand, and other materials and obstructions from the sewer siphons. In certain circumstances, siphons may also be cleaned by mechanical means. The equipment and method of cleaning for each siphon shall be based on site conditions and shall be approved by the Engineer. The minimum hydraulic equipment utilized for siphon cleaning shall be capable of cleaning siphon spans up to 500 LF in length and pump 170 g.p.m. at a minimum pressure of 3000 p.s.i. The vacuum equipment shall be capable of generating up to 7500 c.f.m . and 27-inches of mercury. Manholes at each end of the line segments being cleaned shall also be cleaned and all debris removed. If successful cleaning cannot be performed without risk of damage to the pipe or the equipment fails to traverse the entire line segment, cleaning efforts shall be temporarily suspended and Engineer shall be notified. Before cleaning can resume, the segment shall be inspected and evaluated in order to determine if the segment can be adequately cleaned. The Contractor shall provide an observer at the upstream manhole during all passes to ensure that the entire line segment is cleaned on subsequent passes. The Contractor shall also provide a mechanism to prevent debris from moving downstream from the line segment being cleaned. Finally, the Contractor shall clean the upstream manhole prior to cleaning the line segment. FOR THIS PROJECT -NO SIPHON CLEANING WILL BE REQUIRED; HOWEVER, THE USE OF THIS CLEANING EQUIPMENT MAY BE NEEDED TO SUCCESSFULLY CLEAN (DE- SCALE) THE EXISTING CAST IRON PIPE (CIP) PORTIONS OF THIS PROJECT ACROSS LAKE ARLINGTON IN PREPARATION OF THE EXISTING PIPE FOR SLIP LINING. 11102104 ; REVISED Oct. 2007 ASC-90 PART DA -ADDITIONAL SPECIAL .CONDITIONS The Contractor must document the cleaning of each siphon within seven days of the completion of the actual cleaning. MEASUREMENT AND PAYMENT~ The use of this equipment on this project will be considered incidental to price for LARGE DIAMETER SEWER MAIN CLEANING will be based on a per linear foot basis. The cost of using sonar for these pipelines shall be considered as incidental to the unit price bid for Pre-construction Television Inspections. Bypass operations or flow diversions associated with siphon cleaning will not be allowed without prior approval of the Engineer and are considered subsidiary to this item bid . .;, K. SEWER FLOW CONTROL: The intent of sewer flow control is to implement various procedures and methods in sewer main segments that require the regulation of sewer flows so that cleaning and CCTV activities can be safely and properly performed, achieving the intended goals of this project. Sewer flow control shall be performed as required to comply with these specifications. All bypass pumping and plugging MUST have prior approval from the Engineer. 1. PUMPING AND BYPASSING: Pumping and bypassing of sewer lines shall not be allowed without prior approval by the Engineer. If determined to be necessary, the Contractor shall implement a process to bypass the sewage around the section or sections of sewer or junction structures to be cleaned and inspected. The bypass will typically be made by plugging the sewer line at the existing upstream manhole and pumping the sewage into a downstream manhole or adjacent system. Provisions shall be made at driveways and street crossings to permit safe vehicular travel without interrupting flow in the bypass system. Under no circumstances will the Contractor be permitted to discharge sewage into the environment. Other methods of bypassing sewer flows may be approved by the Engineer. The pump and bypass lines shall be of adequate capacity and size to handle the flow without sewage backup occurring to facilities connected to the sewer. When pumping and bypassing is required to avoid potential backups or surcharging, the Contractor shall supply all necessary pumps, conduits, and other equipment to divert the flow of wastewater around the manhole section in which work is to be performed . The bypass system shall be of sufficient capacity to handle existing flow plus additional flow that may occur during rainfall events. The Contractor will be responsible for furnishing the necessary labor and supervision to set up, operate, and maintain the pumping and bypassing system. If pumping is required on a 24-hour basis, engines and motors shall be equipped in a manner to keep noise to a minimum. PUMPING AND BYPASSING will not be allowed without prior approval of the Contractor's bypass and pumping plan by the Engineer. PUMPING AND BYPASSING shall be considered incidental to sewer line cleaning and inspection activities; however, this will be paid for at the unit price bid for Bypass Pumping associated with junction structure rehabilitation and is capped at three (3) days of operation. Additional operational time and costs incurred by the Contractor shall be his sole responsibility, with no additional compensation allowed . 2. FLOW CONTROL PRECAUTIONS: When flow in a sewer line is plugged, blocked, or bypassed, sufficient precautions must be taken to protect the sewer lines from damage that might result from sewer surcharging. Under no circumstances will overflows be permitted by 11/02104; REVISED Oct. 2007 ASC-91 PART DA -ADDITIONAL SPECIAL CONDITIONS the Contractor. Further precautions must be taken to ensure that sewer flow control operations do not cause flooding or damage to public or private property being served by the sewers involved. The Contractor shall be solely liable for damages due to backups, overflows or system bypasses that result from the Contractor's negligent work activities related to this project. 3. PLUGGING OR BLOCKING: Plugging or blocking of sewer line will not be allowed without prior approval by the Engineer. If approved by the Engineer, a sewer line plug shall be inserted into the line upstream of the section being worked. The plug shall be so designed that all or any portion of the sewage can be released during cleaning or CCTV operations. . During CCTV inspeq_l ion, flow shall be 'attempted to be reduced to within the limits specified in to the CLOSED CIRCUIT TELEVISION INSPECTION (CCTV), paragr§ph in this specification. After the work has been completed, flow shall be restored to normal pre-inspection conditions. PLUGGING OR BLOCKING of the sewer flow will not be allowed without prior approval of the Engineer. PLUGGING OR BLOCKING shall be considered incidental to sewer line and cleaning and inspection activities, with no additional compensation allowed. L DEWATERING: The process of DEWATERING a main typcially includes selected plugging of the sewer line and running a nozzle slowly from the plug at the upstream end of the line in order to pull water downstream. A vacuum may be required to dewater the line to within the limits specified technical specification for TELEVISION INSPECTION contained herein. The downstream manhole may also have to be plugged to prevent backflow. After the work has been completed, flow shall be restored to normal pre-inspection conditions. (Reference Part DA, Additional Special Conditions Item 119A-SEWER FLOW CONTROL., PLUGGING OR BLOCKING). For this project, DEWATERING involves the removal of lake and wastewater contained w ithin the sections of M-244B that isolated the sewer main break in the lake between Sta. 122+ 78 and Sta. 91 +34. This process requires the removal of the downstream concrete plug installed at the manhole at Sta . 91 +34 and controlling the release of the surcharged pipe in a manner as to not create a downstream or localized SSO event. This dewatering process can not take place until one of the following actions is completed : 1. The proposed coffer dam is constructed and the lake inflow eliminated at the break in the existing pipeline; 2. A underwater point repair is made to seal up the pipe break sufficiently to eliminate future lake inflow; or 3. The majority of existing sewer main M-244B between the manholes at Sta. 106+08 to Sta . 117 +36 has been slip lined and grouted in place, thus eliminating future lake inflows. This is the larger lake inlet that provides cooling water to the Exelon Power Plant. DEWA TERI NG of the sewer flow is allowed with prior notification to the Engineer. DEWATERING for pipeline cleaning and inspections shall be considered incidental to sewer line cleaning and inspection activities, with no additional compensation allowed. HOWEVER, DEWATERING for the remqval of the surcharged fluids contained in M-244B between the existing concrete plugs will be paid for at the stated bid item unit price. 11/02104; REVISED Oct. 2007 ASC-92 PART DA -ADDITIONAL SPECIAL CONDITIONS M. CLOSED CIRCUIT TELEVISION INSPECTION (CCTV) The intent of CCTV inspection is to reveal and document sewer line conditions and/or cleaning results. 1. INTENT OF CLEANING AND TELEVISION INSPECTION: Sewer lines must be cleaned before television inspection . After cleaning, all line segments, siphons, vaults and manholes shall be visually inspected by means of a closed circuit color television camera. The purpose of the television inspection work shall be to ensure that the cleaning work completed by the Contractor meets the intent of these specifications and to doq.1ment the structural condition of the pipe and pertinent~ structures . If authorized by the Owner, the Contractor may be allowed to televise sewer lines prior to cleaning. Payment for "pre-cleaning television inspection" will be made at the same a unit prices established for TELEVISION INSPECTION. The equipment shall allow for a complete, front-view inspection of the service or tap connection from the main sewer. The inspection will be done one line segment at a time and the flow in the segment being inspected will be suitably controlled as specified. Refer to Part DA, Additional Special Conditions Item 119A -SEWER FLOW CONTROL. 2. TELEVISION INSPECTION PROCEDURES: The television camera used for the inspection shall be one specifically designed and constructed for such inspection. Lighting for the camera shall be suitable to allow a clear picture of the entire periphery of the pipe. The camera shall be operative in 100% humidity conditions. The camera lens shall have not less than a 65-degree viewing angle and shall have either automatic or remote focus and iris controls. The camera shall be capable of spanning 360 degrees in the vertical axis and 270 degrees on the horizontal axis. The camera shall be equipped with at least 1,500 LF of camera cable and have pan and tilt capabilities to allow up close and right-angled inspections of defects and other significant observations. The camera, television monitor, and other components of the video system shall be capable of producing picture quality in color to the satisfaction of the Owner's Representative and if unsatisfactory, no payment shall be made. The camera shall be moved through the line from the upstream manhole at a moderate rate, stopping when necessary to permit proper audio and written documentation of cleanliness of the pipe, service locations and any visible defects. The television camera inspection rate shall not exceed 30 feet per minute. In special circumstances, exceptions to the CCTV rates specified in this item will be considered. Any variance to this requirement must be approved by the Engineer prior to Contractor action. As a general rule, the Contractor shall use a crawler configuration for documentation of CCTV inspection. Under special circumstances, the CCTV camera may be allowed to be floated through the sewer main segment, if approved by the Engineer. Manual winches, power winches, TV cable, powered rewinds, or other devices that do not obstruct the camera view and do not interfere with proper documentation of the sewer conditions shall be used to move the camera through the sewer line. If during the inspection operation the television camera will not pass through the entire line segment due to obstructions that could not be removed during sewer cleaning, the Contractor shall set up his equipment so that the inspection can be performed from the opposite manhole. If again the camera fails to pass through the entire manhole section the inspection shall be considered complete and the Engineer shall be notified. The image shown shall be clear and shall show defects and/or service connections in the pipe. 11/02104; REVISED Oct. 2007 ASC-93 PART DA -ADDITIONAL SPECIAL CONDITIONS When manually operated winches are used to pull the television camera through the line, telephones or other suitable means of communication shall be set up between the two manholes of the section being inspected to ensure adequate communications between members of the crew. 3. MAXIMUM ALLOWABLE FLOW DEPTH: The intent of this item is to establish reasonable criteria for sewer flow depths that maximize the viewable area of the pi pe where sewer main defects are typically found. The maximum allowable depth of flow shall not exceed 25% of the pipe diameter. When the depth of flow at the upstream manhole of the se.,,wer main segment being inspected is above the stated maximum allowable depth of flow, the Contractor shall immediately notify the Engineer. Exceptions to this criterion will be considered upon the receipt of a documented request for a variance. Variances to this criteria or the implementation of flow control measures must be approved by the Engineer prior to Contractor action. If flow conditions exceed the criteria stated herein, the Contractor will attempt to conduct television inspections during low flow periods prior to requesting a variance or implementing physical flow con t rol methods . When determined to be necessary by the Engineer, the flow shall be reduced to levels as specified or as approved by the Engineer through the operation of pumps, by temporary plugging or blocking of the flow, or by pumping and bypassing the flow, as authorized . 4. DISTANCE MEASUREMENT: The importance of accurate distance measurements is emphasized under this contract. Measurement for location of defects shall be above ground by means of a distance-measuring device as approved by the Engineer. All measurements shall be as specified or made by conventional means with accuracy, consistent with field conditions and common practice. The Contractor shall provide a method of distance measurement acceptable to the Engineer. The Contractor is responsible for obtaining all measurements for payment purposes. Marking on the cable or the like that would require interpolation for depth of manhole will not be allowed. Accuracy of the distance meter may be reviewed and approved by the Engineer for each line segment that has been properly cleaned and televised. REVERSE SETUPS shall be considered as subsidiary to the unit price bid for CCTV inspection. The objective of this project is to inspect the maximum amount of the san itary sewer collection system and it is likely that a number of reverse set-ups will be required in order to maximize the sewer main footage inspected. 5. DOCUMENTATION OF TELEVISION INSPECTION: Documentation of the telev ision inspection results shall be as follows: a) TELEVISION INSPECTION LOGS: Location records of the sewer mains inspected shall be shall be kept and maintained by the Contractor digitally in a compatible computer system compatible with the latest version of WinCan Software or as approved by the Owner. The location records shall clearly show the stationing location in relation to the upstream manhole of each observation during the inspection points of significance such as locations of sewer laterals and defects . Unusual conditions, roots, storm sewer connections, broken pipe, presence of scale and corrosion , and other discernible features will be recorded in accordance with the City of Fort Worth Water Department CCTV Inspection Standards. Observations shall be recorded by the Contractor in an approved digital delivery format such as a 11/02104; REVISED Oct. 2007 ASC-94 PART DA -ADDITIONAL SPECIAL CONDITIONS removable hard drive , CD ROM or DVD disks and submitted to the Engineer. Hard copies of the inspection reports shall also be submitted to the Engineer along with the digital data submissions. The digital information shall contain multiple video inspection records and files that store each line segment as a unique digital record. Combining multiple segments on one form or digital record is not permitted . The Contractor shall provide a digital video file in a MPEG1 format of the entire line segment inspected. These digital video files must included intelligible audio description in English of each observation recorded, including the location of the line segment at the same time that the inspection is performed . As a minimum, the video file shall display manhole numbers, footage, pipe size and pipe material at all times. NO VHS TAPE RECORDINGS WILL BE ACCEPTED UNDER THIS CONTRACT. If during TV inspection a manhole is encountered that is not shown on the maps or tabular segment listings , the distance meter shall be reset to zero and the onscreen display shall be edited to reflect the new. segment number. b) DIGITAL VIDEO RECORDINGS. The purpose of digital recording shall be to supply a visual and audio record of all line segments that are televised. The digital video playback speed shall be at the same speed that it was recorded. Slow motion or stop-motion playback features may be supplied at the option of the Contractor. Title of the video record shall remain with the Owner. The Contractor shall have all digital video and necessary playback equipment readily accessible for review by the Engineer during the project. Each digital video file and digital associated log sheets and/or field forms using free shareware shall be submitted to the Engineer for review no later than seven days after the completion of the CCTV inspection. The digital video file, including the audio portion, shall be a deliverable and will be required for completion of the work for each segment televised. The digital video files shall be indexed with the line segments recorded on the approved digital storage media and ·label appropriately. All TV Inspection information in a digital format shall be ODBC compliant and compatible with the latest version of WinCan software. Pictures, video and reports must be turned in via CD-Rom, removable hard drive or DVD Data disk. Hard copies of the inspection report must also be submitted. If directed , the Contractor shall provide free (shareware) software capable of viewing images in WinCan software. The upstream identifiers and footage shall be displayed on the screen at all times. DIGITAL VIDEO RECORDINGS shall be considered incidental to the work and shall not be considered for additional payment. 6. TELEVISION INSPECTION AND NOTIFICATION: The following are the requirements for notifying affected customers of TELEVISION INSPECTION activities . All procedures must be followed. a) A notice ("flyer'') in English and Spanish shall be provided to each residence and business a minimum of two (2) full working days prior to any TV operations in the area. The Notification flyer will inform the occupants of the purpose of the work, what might possibly occur, and telephone numbers to call in case of questions or problems . The master flyer for Pre-Notification will be provided to the Contractor for 11/02104; REVISED Oct. 2007 ASC-95 PART DA -ADDITIONAL SPECIAL CONDITIONS use in making all necessary copies of flyer on white paper for distribution to residences and businesses. The Contractor should date stamp the flyers used for distribution to the publ ic. b) Contractor shall, on a daily basis, document all distribution of flyers . Documentation at a minimum shall include maps showing areas notified, date, and name of person completing the notification. The Contractor shall provide this information to the Engineer and the City (Liam Conlon and Kirit Patel) by fax at (817) 451-2208, (817) 392-6828 and (817) 871-8382, respectively on a daily basis. c) Contractor shall schedule work to be completed within five (5) working day window establishecf by the distribution of the public notices . If the wofk is unable to be completed in the notified area before the end of 5 working days, the area must be re-notified prior to resuming work in that area NOTIFICATION OF BUSINESSES AND RESIDENTS shall be considered incidental to the project and no additional compensation will be allowed. MEASUREMENT AND PAYMENT: TELEVISION INSPECTION of the sewer lines shall be paid for at the unit price bid per linear foot actually televised of each pipe size(s) as defined in the Part B Proposal. Measurement of the actual number of feet inspected shall be made from center of manhole to center of manhole. For instances where the Contractor is instructed by the Engineer to televise a sewer line prior to cleaning activities, the Contractor shall be paid at the unit price bid per linear foot actually televised under the bid items for TELEVIS ION INSPECTION. Should the Contractor then be instructed by the Engineer to clean the line and re-televise, the Contractor shall be paid again for the actual footage televised for each size pipe at the unit price bid per linear foot. N. PIPELINE INSPECTION USING SONAR TECHNOLOGY: This technology may be utilized to reveal and document pipeline conditions and cleaning results on this project. 1. INTENT OF SONAR TECHNOLOGY INSPECTION: The purpose of the sonar inspections is to verify that a siphon or surcharged pipeline has been cleaned and to evaluate the structural stability of the sewer pipe. 2. SONAR INSPECTION SYSTEM SPECIFICATIONS: The system must be capable of acoustically inspecting up to 42-inch sewer pipelines with a tether length of up to 1200 linear feet. Sonar Hardware: The underwater scanning unit must have an acoustic frequency sufficient to properly profile pipelines through normal suspended solids found in sanitary sewer systems. The acoustic beam angle width must be small enough to accurately locate defects and features on the pipelines interior walls . The resolution of the sonar scanning unit must be sufficient to provide complete 360 degree coverage of the data sampled per revolution. For each sector scanned, the data shall be over-sampled. The underwater_ scanning unit must be equipped with a pitch and roll sensor in analog and digital form that will display reading through the system software. The surface control unit shall be capable of viewing the sonar inspection process in real-time . 11102104; REVISED Oct. 2007 ASC-96 PART DA -ADDITIONAL SPECIAL CONDITIONS Sonar Inspection Software: Sonar inspection and reviewing software shall be able to display live data from the sonar scanning head and display the information as an image using sufficient colors to designate signal amplitude. Software must be able to capture screen images and save the image as a JPG file . These images shall be readable in all major software programs used for word processing and report generation . An instant report shall be able to be produced and printed with user defined titling and showing the desired captured still image in full color. Included on this report shall be the distance count from the footage encoder on the cable drum and pitch and roll data from the underwater scanning unit. The software must have real time measurement capabilities. This shall include point-to- point measurement, diameter measurement -~sing a circle overlay, and area calculations to acquire volume data of sediment and debris. Measurements must be able to be printed on reports and saved with the image. The system must be capable of producing a line outline of the pipe wall. Software must be able to produce real time three-dimensional model of the pipeline interior. All measurements must be to scale. One simple button click will be used to initiate the recording of the three dimensional model. Software must be able to control the cable drum speed and direction through mouse clicks or keyboard functions by use of serial communications . Software shall display both graphically and numerically the pitch and roll data from the underwater scanning unit. Software shall numerically display distance, in either English or Metric units from the encoder on the cable drum. 3. SONAR INSPECTION PROCEDURES: At a minimum, each 360 degree scan shall be made at every 1 foot of pipeline traversed, although scanning at 0.5 foot intervals is desired. Each scan shall be stored digitally in the system software as specified above. 4. DISTANCE MEASUREMENT: The importance of accurate distance measurements is emphasized under this contract. Measurement for location of defects shall be above ground by means of a distance-measuring device as approved by the Engineer. All measurements shall be as specified or made by conventional means with accuracy, consistent with · field conditions and common practice. The Contractor shall provide a method of distance measurement acceptable to the Engineer. The Contractor is responsible for obtaining all measurements for payment purposes. Marking on the cable or the like that would require interpolation for depth of manhole will not be allowed. Accuracy of the distance meter may be reviewed and approved by the Engineer for each line segment that has been properly cleaned and sonar inspected . 5. DOCUMENTATION OF SONAR INSPECTION: Location records of the sewer mains inspected shall be shall be kept and maintained by the Contractor digitally in a compatible computer system as approved by the Owner. The Contractor shall analyze data and provide a report for each inspection detailing the volume of debris in the pipe and an assessment of the condition of the pipe inspected. These location records shall clearly show the stationing location in relation to the upstream manhole of each observation during the inspection points of significance. Unusual conditions, roots, storm sewer connections, broken pipe, presence of scale and corrosion, and other discernible features will be recorded and a copy of such records will be supplied to the Engineer. Observations shall be recorded by the Contractor in an approved digital delivery format such as a removable hard drive, CD ROM or DVD disks and submitted to the Engineer. Hard copies of the inspection reports shall also be submitted to the Engineer with the digital data. The digital information shall contain multiple sonar inspection records and 11/02104; REVISED Oct. 2007 ASC-97 PART DA -ADDITIONAL SPECIAL CONDITIONS files that stores each line segment as a unique digital record. Combining multip le segments on one form or digital record is not pe rmitted. The Contractor shall submit interim Sonar inspection reports to the Engineer with in seven days of the completion of the actual inspection of each sewer line for evaluation of the sewer pipes and siphons to determine which lines, if any, need to be re-cleaned . 6. SONAR INSPECTION AND NOTIFICATION: The notification requirements to affected parties for SONAR INSPECTION activities shall comply with all applicable notification procedures established for CCTV and cleaning activities referenced in this document in Pag DA , Additional Special Conditions Item 119A -Large Diameter Sewer Main Cleaning and Inspection. All procedures must be followed~ NOTIFICATION OF BUSINESSES AND RESIDENTS shall be considered incidental to the project and no additional compensation will be allowed. MEASUREMENT AND PAYMENT: SONAR INSPECTION of sewer mains shall be considered as subsidiary to pipeline inspection (CCTV) services, with no additional compensation allowed. 0. CIP/DIP MECHANICAL SEWER PIPE CLEANING CIP/DIP Mechanical Sewer Pipe Cleaning shall be performed using mechanical cleaning equipment powered hydraulically or electrically. CIP/DIP sewer pipe cleaning is defined as the process of scouring existing mineral deposits and scale off of the carrier or host pipe in orde r to restore carrying capacity, improve flow characteristics and prepare the host pipe for slip lining. The mechanical equipment and devices utilized shall be selected based on field conditions observed. The CONTRACTOR will record the amount of debris removed during cleaning operations using the Cleaning Form contained in Appendix A of the Contract Documents. The cleaning forms shall be submitted, at a minimum, on a weekly basis to the City and ENGINEER. The mechanical means selected for scouring the pipe for each segment authorized for this special cleaning activity shall be based on existing pipe conditions. The method of mechanical cleaning selected shall be approved by the Engineer prior to conducting actual cleaning activities. The mechanical cleaning process shall be designed to dislodge and remove all mineral deposits, scale and other materials or obstructions from the pipe wall without damaging the host pipe. Successful heavy cleaning should restore approximately 95% of the original pipe capacity without damaging host pipe. This cleaning process shall also include hydraulic flushing to move the scale and debris to a manhole for collection and removal. The mechanical equipment utilized for pipe scouring shall be capable of cleaning sanitary sewers up to 1200 LF in length. Manholes at each end of the line segments being cleaned shall also be cleaned and all debris shall be removed . The CONTRACTOR shall clean the upstream manhole prior to cleaning the line segment. If successful cleaning cannot be performed without risk of damage to the pipe or the equipment fails to traverse the entire line segment, cleaning efforts shall be temporarily suspended and ENGINEER shall be notified. Before cleaning can resume, the segment shall be televised and evaluated in order to determine if segment can adequately be mechanically cleaned. The CONTRACTOR shall provide an observer at the upstream manhole during all passes to ensure that the entire line segment is cleaned on subsequent passes . The CONTRACTOR shall utilize an appropriate mechanism to prevent debris from moving downstream from the line segment being cleaned . 11/02104; REVISED Oct. 2007 ASC-98 PART DA -ADDITIONAL SPECIAL CONDITIONS During CIP/DIP Mechanical Sewer Pipe Cleaning , the CONTRACTOR shall comply with all applicable sewer pipe cleaning requirements as outlined in ITEM 3 SEWER SYSTEM CLEANING of this specification. MEASUREMENT AND PAYMENT: CIP/DIP Mechanical sewer pipe cleaning shall be paid at the unit price bid per linear foot of each size pipe for actual pipe cleaned under the Large Diameter Sewer Main Cleaning bid item . Measurement of the actual number of feet cleaned shall be made from center of manhole to center of manhole. When a partial line segment is cleaned , measurement shall be made from center of manhole to termination point of actual cleaning as validated by post-cleaning G,CTV inspections . Acceptance of CIP/DIP mechanica!, sewer pipe cleaning shall be based on the review of internal CCTV and or sonar inspections . The ENGINEER shall use the CCTV or sonar inspections to determine if the mechanical pipe cleaning is satisfactory. Based on the results of post-cleaning internal television inspections (pre-construction CCTV) required under this contract, the CONTRACTOR will be required to perform additional mechanical cleaning at NO additional cost to the OWNER if the television work shows that initial sewer pipe cleaning is inadequate or incomplete. The CONTRACTOR shall be required to re-clean and re-inspect (CCTV) the sewer line segment until the sewer pipe cleaning has been shown to be satisfactory. DA-120A SPECIFIC PROJECT CONDITIONS AND REQUIREMENTS The following items describe City of Fort Worth overall performance expectations associated with this project: 1. Given the relatively remote location of this project site, the Contractor will be allowed to work extended hours on the job provided that noise is kept to a minimum . However, the Contractor will be expected to obtain prior written approval from the City of Fort Worth , City of Arlington and Exelon for scheduling extended working hours . These issues must be addressed prior to initiating construction. The contractor shall utilize low noise emitting equipment for the duration of the project. 2. The existing M-2448 sewer main is plugged between manholes located at Sta. 122+ 78 and 91 +34 due to the sewer main break just upstream of the manhole at Sta. 106+08. 3. The existing sewer main break is located approximately 50 foot offshore in about 8 to 1 O foot of water. The main break is about 4-1/2 feet long and at least 16-inches wide. Other smaller holes were observed in the area of the break as well as several pipe sections with major longitundinal cracks at 12 o'clock running full length of the pipe joint. The pipe (RCP) wall thickness at the break is approximately ~ inch thick and extensive wall thinning is expected throughout the existing sanitary sewer main . The City of Fort Worth hired divers to inspect the existing sewer main and its support structures as well as document the sewer main failure. A copy of the diver's reports is found in Appendix D of the contract documents. A copy of the M-2448 as-built is also included in Appendix D. 4 . The Contractor will have to develop a plan to dewater the existing water contained in the isolated segment of pipe. All of the water contained in this pipe segment is considered as wastewater and must be properly handled, transported and disposed of without illegal discharges into the environment. 11102104; REVISED Oct. 2007 ASC-99 PART DA -ADDITIONAL SPECIAL CONDITIONS 5. The Contractor can install a temporary coffer dam system using steel sheet pilings or a portable dam system such as PortaDam or approved equal in order to isolate the sewer mai n break for repairs and to facilitate the dewa t ering process . 6 . The Contractor will be allowed to attempt to slip line the broken section of M-2448 under surcharged conditions assum ing that the contractor is able to effective clean the existing sanitary sewer ma in sufficiently to prepare the pipe for a 32-inch OD HOPE carrier pipe without getting hung up, damaging the host pipe or excessively scarring the new carrier pipe. The Contractor will have to demonstrate the level of existing debris removed from the host pip~ which also includes cast iron sections that has hea ~ tuberculation and depositions as well. Document the resulting surface condition of the host pipe after cleaning operation have concluded. 7. The City MAY consider the use of alternative methods and materials for rehabilitating portions of this sewer main . The Contractor shall propose specific alternative construction methods and materials in writing to the City for discussion at the Pre-bid meeting scheduled on November 1, 2007 , The contractor should be prepared to address constructability and cost implications of their proposed alternatives at the meet ing. The City will review and consider all proposed alternatives submitted and if necessary issue an addendum related to these issues prior to opening bids . 8 . Lake Arlington is a drinking water supply lake ; therefore , a federal construction pe rmit (NWP12) is being obtained for this project. As part of this process, a sign ificant amount of wetlands have been identified and are located throughout the existing sewer main alignment. The Contractor shall exercise great care during excavation and pipe installation in order to minimize adverse impacts to the wetlands and the Lake itself. The construction plans de note a large contiguous area for use as a temporary construction easement. This access is provided solely for the purpose of addressing unforeseen problems that could arise throughout the slip lining process along the existing sewer alignment. The Contractor is directed to stay within close proximity of access pits and manhole excavation areas. The Contractors' submitted work plan shall address how they will limit the areas of disturbance in order to reduce the overall adverse impacts to the designated habitat and the lake so that overall project restoration costs are minimized . Should the need arise to utilize more of the temporary construction easement the Contractor shall obta in permission from the City's representative prior to accessing those areas. The Contractor is expected to be in full compliance with the terms of the permit at all times and is responsible for si~e restoration activities prescribed by the permit terms. A copy of the basic NWP 12 requirements is attached in Appendix C of the Contract Documents . Final NWP terms (construction regulations and mitigation) will be made part of this contract. 9. The City of Arlington controls a flowage easement around Lake Arlington which is defined as the lands located between elevation 550.0 ft (normal pool elevation) and elevation 560.0 ft (flood stage). Virtually all of M-2448 is contained within this flowage easement. Any loss of flood storage in this area is required to be mitigated on a one to one basis by the Contractor; therefore, the Contractor shall not dispose of any excavated materials within this flowage easement. The Contractor's submitted work plan shall specifically address this issue . 10 . Since this project will take place in the flowage easement , the City of Arlington may stipulate additional requirements on the Contractor. The Contractors is encouraged to notify the City of Arlington (Mr. David Smith, P.E. at 817-459-6609) concerning their activities regarding 11 /02104 ; REVISED Oct. 2007 ASC-100 PART DA -ADDITIONAL SPECIAL CONDITIONS mobilizat ion , coffer dam installation and removal, making the point repair, dewatering, slip lining activities and open cut construction and restoration . Additionally, the removal of the existing manhole structure at Sta . 117+36 , abandoning M-244B and installing the rock rip rap around the new manholes at Sta. 98+10 and 116+43 shall also be coordinated. 11 . Project access to the southern land peninsula requires traveling through the Exleon Power plant near critical facilities. The Contractor shall be required to notify the plant personnel daily as to the workers on site and cell phone numbers for those workers provided in case of an emergency . Due to the access route, the Contractor will not be able to drive large tractor- trailer trucks and equipment along this route unless a significant widening of this dirt access road is made at the sole expense of the contractor. The primary access to the project site for equipment and material storage will be made off of Arkansas Lane. A new gated entrance has been constructed by Quicksilver Oil & Gas Exploration who are currently drilling gas well(s) in close proximity to the sewer main project site . The Contractor shall closely coordinate their activities with the gas contractor regarding ingress and egress through this site access point in order to provide minimal disruption to their activities. All Exelon Plant notification and coordination requirements will apply for accessing the project site at this location. ·The construction documents provide significant detail on access routes and material storage areas as well as contact names for key Exelon plant personnel. DA-121A COFFER DAM It is anticipated that a temporary coffer dam or special shoring will need to be install so that the major sewer main break can be fully isolated and the lake level dropped and maintained below the elevation of the hole in the pipe. This will allow for the existing physically isolated section of this pipeline to be properly dewatered and cleaned in preparation of slip lining. The proposed coffer dam shall be constructed using steel sheet pilings which can be removed or cut flush with the lake bed once the project is completed. The Contractor will be allowed to install portable dams systems such as the PortaDam, Inc. system or an approved equal. There is generally a ten (1 O foot maximum depth associated with these systems which provides 2-foot of freeboard for wave action and rising lake levels. It is unknown as to whether or not this system will work on this project since the lake level has consistently been a few feet above the normal pool elevation of 550.0 feet over the last 4 months. In either case, the Contractor is responsible for insuring that the coffer dams are properly designed. If steel sheet pilings are used to build the coffer dam, the design of this special shoring system must be able to hold back lake levels reaching elevations of 554 .0 feet during storm events. The design of a steel sheet piling coffer dam shall be designed and constructed in compliance with these contract documents and the pertinent specifications found in Section: 400 ITEMS -STRUCTURES of the Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges , adopted by TxDOT, June 2004, as amended. DA-122A SITE RESTORATION The Contractor is be responsible for all site restoration associated with the access and construction of this project, including specific permit-related restoration requirements .. Requirements include but are not limited to, re-grading, permanent lake bank erosion stabilization, vegetative plantings and overall wetland restoration. Compliance with standard terms and conditions of the Nationwide General Permit 12 (NWP12) (found in Appendix C) is expected as well as any site specific permit requirements issued by the U.S. Army Corps of 11 /02104; REVISED Oct. 2007 ASC-101 PART DA -ADDITIONAL SPECIAL CONDITIONS Engineers (USAGE) for this project. The Contractor will assist the Engineer with the close ou t of the USAGE permit as necessary. DA-123A MISC. GRAVEL PLACEMENT FOR ACCESS ROADS Because of the difficult site access issues associated with this project, it is imperative that the access roads to the various project segments remain open under typical rainfall conditions . This item shall be used to repair the failed base material (dirt and gravel) in existing access road areas on the Exelon property that exceed 8" deep or prone to excessive rutting and ponding of water, as directed by the Engineer. The material shall be graded crushed stones. For specifications governing the placement of th~ crushed limestone (or other approved graded rock materials) required for use as a flexible base material for access road repairs shall conform to Specification Item No. 208 "Flexible Base" of the Standard Specifications for Street and Storm Drain Construction for the City of Fort Worth Transportation and Public Works Department. Prior to placement of the flexible base material, the Contractor shall identify the specific locations for placing this material and provide the anticipated volume of rock needed to the Enginee r for approval. The unit price bid per cubic yard shall be full compensation for all materials, labor, equipment and incidentals necessary to complete the installation of the crushed stone in place as necessary. DA-124A PROJECT SCHEDULE AND COORDINATION The selected Contractor shall prepare a detailed project schedule and project coordination plan and submit them to the City for review and approval prior to the project construction kick-off meeting that will be held. The total contract .time for the substantial completion of this project is 100 calendar days which will necessitate extended working hours by the Contractor. The short time is necessary to complete the project and re-instate sanitary sewer flows to M-244B prior to the spring rains arriving. Substantially complete is defined as having a fully operat ional rehabilitated pipeline and manholes that carry designed flows under non-surcharged cond itions and are sealed from new infiltration and exfiltration impacts caused by storm events. Given the importance of constructing this project in a short time frame necessitating extended working hours, the Contractor is expected . to closely coordinate all activities with Exelon personnel, City of Fort Worth arid City of Arlington personnel, as directed by the Engineer. DA-125A DUCTILE IRON HINGED MANHOLE COVER AND FRAME The following shall govern the furnishing and placing of 32-inch hinged manholes and frames. Manhole cover and frame shall be called PAMREX or approved equal. Covers and frames shall be manufactured from Ductile Iron. Covers shall be dually hinged and incorporate a 90-degree blocking system to prevent accidental closure and come complete with hinge infiltration plugs. Covers shall be one-man operable using standard tools and shall be capable of withstanding a test load of 120,000 lbs. Frames shall be circular, incorporate a seating ring and be available in a nominal 32-inch clear opening. The frame depth shall not exceed 5 inches, and the flange shall incorporate bedding slots and bolt holes. All components shall be black coated. 11102104; REVISED Oct. 2007 ASC-102 PART DA -ADDITIONAL SPECIAL CONDITIONS Nominal dimensions and weights of the manhole cover and frame (Total weight: 269 lbs.): DIMENSIONS (INCHES) WEIGHT (lbs) A 0 H COVER AND COVER REFERENCE FRAME ONLY 39 4/10 31 Yz 5 269 162 RE 32 R8 FD (Pamrex) or Approved Equal 11102/04; REVISED Oct. 2007 ASC-103 EASEMENT DOCUMENTS Six (6) copies of all the right-of-entry forms and all easements (temporary construction and permanent) obtained to date for this project will be provided in three ring binders at the plans desk of the Department of Engineering and are available for prospective bidders to review during the bidding period. The terms of all Special Provisions or Conditions for easements shall be applicable. The responsive low bidder(s) will be furnished with a copy of right-of-entry and easements documents after award of contract. Bidders shall not remove any of the six (6) copies from the plans desk . ID UPMHID: SANITARY SEWER CLEANING FORM CITY OF FORT WORTH, TEXAS SEC NO. SEG NO. MAP NO. CREW --------- DSMH ID: SUB-BASIN: -------------- US MAIN/LAT: US MANHOLE: ------------- DS MAIN/LAT: D S MANHOLE: Address @ dsmh: Pipe Usage: I = Gravity Main 2 = Siphon 3 = Pressure Main Location: Could Not Clean Because: Type of Debris: Street 7 Front/S ide Yard Access ( explain) 6 Locked Gate I Grease 4 2 Intersection 8 Backyard 2 C .N .L. 7 Unsafe 2 Rock/Gravel 5 3 Alley 9 Ditch/Creek 3 D.N .E. 8 Sealed Lid 3 = Roots 4 Curb /Gutter 10 Easement 4 B uried 9 Traffic 5 Parking Lot I I Railroad Right of Way 5 Haz/Atmos 10 Dog 6 Si dewalk 12 Other Comment: Comment: Comment: Manhole Depth (ft): Depth of Debris Before Cleaning (in): BUILDING BACK UP INFORMATION Address: Address: Address: Broken Pipe Sand Measured Length (manhole to manhole): Footage Cleaned: Pipe Dia (in): Blockage Encountered at (ft) From Downstream Manhole Cleaning Date: Hydraulic Cleaning (slow passes) at Results of First Pass: Results of Second Pass: Results of Third Pass: Mechanical Cleaning Date: psi ---- Number of Additional Slow Passes: D D Root Cut Method used: D .Degrease Method used: Volume of Debris Removed: CuYds Additional Comments: Step Cleaned at ---(ft) Steps 0 Rod D Bucket D Swab D Scraper PARTE TECHNICAL SPECIFICATIONS 360627A .GN1 SECTION 015728 TEMPORARY SANITARY SEWER FLOW CONTROL PART 1 GENERAL 1.01 SCOPE OF WORK A. The Contractor shall provide temporary sanitary sewer flow control to complete the Work outlined in the Contract Documents . Sewer Main M-244B is currently plugged at manholes STA 123+85 and 91 + 34 and all Village Creek Drainage Basin System flows are being directed to Sewer Main M- 503*. The existing sewer main between STA 123+85 to 91+34 is surcharged due to a hole in the pipe under Lake Arlington. The water contained in this isolated section of pipe is considered wastewater and must be properly handled and disposed. Provide temporary plugs and/or bypass pumping as necessary to complete the Work while continuing to divert all flows to Sewer Main M -503*. 1.02 REFERENCES A. The following is a list of standards which may be referenced in this section : 1. ASTM International (ASTM): a . D3350, Standarq. Specification for Polyethylene Plastic Pipe and Fittings Materials. 2. American Water Works Association (A WWA): a . C 110/ A21.20, ANSI Standard fo,r Ductile-Iron and Gray-Iron Fittings, 3 in. -48 in... (76 mm-, 1219 mm), for Water. b . Cll 1/A21.l l,.ANSI Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings . c. Cl,51/AZl.51, ANSI Standard for Ductile-Iron Pipe , Centrifugally Cast, for Water. 1.03 DEFINITIONS A . Flow Control : Procedure and method to reduce or eliminate flow in a downstream sewer to a level adequate for proper sewer inspection and rehabilitation. B. Temporary Bypass Pumping: Flow control method that uses a temporary bypass pumping system. 360627 .A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL TEMPORARY SANITARY SEWER FLOW CONTROL 01 57 28 -1 360627 A .GNl 1.04 PERFORMANCE REQUIREMENTS 1. It is essential to operation of existing sewerage system that there be no interruption in flow of sewage throughout duration of Project. 2. Provide, maintain, and operate temporary facilities such as dams, plugs, pumping equipment conduits, and necessary power to intercept sewage flow before it reaches point where it would interfere with the Work or result in a sanitary sewer overflows event. 3 . Maintain sewer flow around Work area in a manner that will not cause surcharging of sewers, damage to sewers, and that will protect public and private property from damage. Secondary flow control device shall be installed and maintained downstream of STA 89+00 and upstream of STA 123+85. 4. Protect water resources , wetlands, and other natural resources at all times. 1.05 SUBMITTALS A . Informational Submittals: L 'Flow Control Plan: Submit at least 48 hours prior to controlling flows . Include, as a minimum, the following: . a. Estimate of peak amount of flow to be~controlled. b . Detailed procedures for handling peak-estimated flow . c. Schedule. d . Drawing of plug and/or bypass pump and pipeline locations . e . Listirlg of equipment. · 1) 'Bypass 'pump sizes, capacities, trnmber of each size to be . 'onsite; and power requirements' including standby equipment. ' 2) Bypass pipeline sizes and material types . f. Operation plan. g. Emergency procedures and notification plan . PART2 PRODUCTS . ,.)',• 2.01 FLOW CONTROL SYSTEM A. General: Provide adequate capacity and size to handle existing flows plus additional flows that 'may occur during periods ofrainstorm . Estimate peak amount of flow to be bypassed and provide bypass flow capacity of at least 125 percent of peak flow estimate . TEMPORARY SANITARY SEWER FLOW CONTROL 015728-2 .360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL 360627A.GNI B . Plugs: 1. Provide with taps for connection of pressure gauges and air hoses , and flow-through capability. 2. Pipe Diameters 24 inches and Smaller: Use mechanical plugs with rubber gaskets or pneumatic plugs with rubber boots . 3 . Pipe Diameters .Larger than 24 inches: a . Use inflatable bag stoppers made in two or more pieces . b. Manufacturer: Lansas , Cherne Industries , or approved equal. C. High-Density Polyethylene (HDPE) or Ductile Iron Discharge Piping: 1. Leak free. 2 . Pressure rating at least 1.5 times the operating pressure . 3 . HDPE Pressure Piping: a. In accordance with ASTM D3350 . b . SDR of 32.5, maximum. c . Joints : Butt-fusion welded . 4. Ductile Iron: a. A WWA Cl51/A21.51, Centrifugally cast, Grade 60-42-10 iron. b. Joints: Rubber gasketed push-on in accordance with AWWA Cll 1/21.11 c . Fittings : In accordance with AWWA Cl 10/A21.20. 5. May reuse for subsequent flow bypass pumping system plaqements. Owner or Engineer,at their sole discretion, shall have right to reject sections deemed unserviceable. D . Bypass Pumps: 1. Fully automatic , self-priming units that do not require use of foot valves or vacuum pumps 0 in priming system. 2. Open impeller design with ability to pump minimum 3-inch-diameter solids . 3. Able to run dry for long periods of time to accommodate cyclical nature of flows. 4. Engine : Equipped to minimize noise. Noise levels shall not exceed 86 dBA at a distance of 50 feet from the source. 5. Standby Pump: One of each size to be available onsite. PART 3 EXECUTION 3 .01 GENERAL A. Notify Owner at least 48 hours prior to implementing flow control system. 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL TEMPORARY SANITARY SEWER FLOW CONTROL 015728'-3 360627A.GN1 B . Operate and maintain 24 hours per day, 7 days per week, including holidays, as required, to control flow. C. Take all necessary precautions to ensure no private or public properties are subjected to a sewage backup or spill. Contractor shall be solely responsible for all cleanup, damages, and resultant fines in the event of a backup or spill. D. When depth of flow in a pipe section is above the maximum depth specified for television inspection, or rehabilitation, reduce flow by plugging, diverting, or pumping flow around Work area . E. Except at pipe sags, depth of flow during television inspection shall not exceed that shown below for the respective pipe sizes: Maximum Depth of Flow in Inches Pipe Size (Inches) Television Insoection 24 6 .'00 27 8.00 30 9.00 33 .apd up ·• 30% of Pipe Diameter F . Eliminate flow from sewer manhole-to-manhole segments during spot repair, service connection rehabilitation, manhole construction, and sewer pipe replacement or lining within that segment. G. If flow reaches peak estimated flow that flow control system was designed for, stop all Work that requires flow control, secure work area, and restore flow in sewer until flow recedes. H . After the Work is completed, return flow to replaced sewer and remove temporary equipment. 3.02 BLOCKING FLOW A. Flow control may consist of blocking flow with mechanical or pneumatic plugs if only a small amount of flow needs to be controlled and adequate storage is available . B. Use primary and secondary plugs for each flow control location. TEMPORARY SANITARY SEWER FLOW CONTROL 015728-4 360627 .A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL 360627A .GN1 C. When blocking flow is no longer needed for performance and acceptance of the Work , removed plugs in a manner that permits sewage flow to slowly return to normal without surcharging or causing other major disturbances downstream . D. Use bypass pumping if the Work cannot be performed with temporary plugs. 3 .03 BYPASS PUMPING A . When blocking flow in upstream sewers is not appropriate , use flow bypass pumping for reducing flow below the maximum depth or for completely bypassing flow. B . Design, furnish, install, and maintain all power, primary and standby pumps, appurtenances, tanks and trucks, and bypass piping required to maintain existing flows and services. C. Obtain approval and secure all permits for placement of temporary bypass pumping system and pipeline within public; right-of-way and across private property . D. Site Verification: 1. Locate existing utilities in area of bypass pipelines. 2 . Bypass Pipeline Location: a. Minimize disturbance of existing utilities. b . Confine bypass discharge pipeline within public rights-of-way or temporary construction area and permanent easement. c . When bypass pipeline crosses local streets and private driveways, place bypass pipeline in trench and cover with temporary pavement. d. Installation of bypass pipelines is prohibited in salt marsh/wetland areas . E . Flow bypass shall be done in such a manner that will not damage private or public property, or create a nuisance or public menace . Pumped sewage shall be in an enclosed pipe that is adequately protected from traffic, and shall be redirected into sanitary sewer system or alternatively into an enclosed tank for hauling to the wastewater treatment plant. Dumping or free flow of sewage on private or public property, gutters, streets, sidewalks, or into storm sewers is strictly prohibited. 360627.A4 SEPTEMBER 27 , 2007 ©COPYRIGHT 2006 CH2M HILL TEMPORARY SANITARY SEWER FLOW CONTROL 01 57 2s -·s 360627A.GN1 3.04 FIELD QUALITY CONTROL A. Hydrostatic Pressure Test for Pump Bypass System: 1. Prior to operation, test each section of discharge piping with maximum pressure equal to 1.5 times the maximum operating pressure of system . 2. Notify both the Owner and Engineer 24 hours prior to testing. 3.05 CLEANING A . Before bypass pumping system is broken down , and moved to next section or removed at the completion of the Work, discharge sewage remaining in bypass discharge pipeline and pumping equipment to working sewer. B . Disturbed Areas: Upon completion of bypass pumping operation, clean disturbed areas, restoring to condition, including pavement restoration, at least equal to that which existed prior to start of the Work. TEMPORARY SANITARY SEWER FLOW CONTROL 015728-6 END OF SECTION 360627.A4 SEPTEMBER 27, 2007 • I ©COPYRIGHT 2006 CH2M HILL SECTION 31 23 23.15 TRENCH BACKFILL 360627 A .GNI PART 1 GENERAL 1.01 GENERAL A. This specification is applicable for trench backfill on 24-inch and larger pipe . Trench backfill for pipe smaller than 24-inches shall conform to City of Fort Worth Standard Specifications. 1.02 REFERENCES A. The following is a list of standards which may be referenced in this section: 360627.A4 1. American Public Works Association (APWA): Uniform Color Code for Temporary Marking of Underground Utility Locations. 2. ASTM International (ASTM): a. C33, Standard Specification for Concrete Aggregates . b . C94/C94M, Standard Specification for Ready-Mixed Concrete . c. C 117, Standard Test Method for Materials Finer than 75 Micrometer (No. 200) Sieve in Mineral Aggregates by Washing. d. CI36, Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates. e . C150, Standard,Specification for Portland Cement. f. C618, Standard Specification for Coal Fly Ash· and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete. : g. D698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-mfm3)) h. D 1140, Standard Test Method for Amount of Material in Soils Finer than the No. 200 (75 micrometer) Sieve. 1. DI557, Standard Test Method for Laboratory Compaction Characteristics of Soil using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-mfm3)). J . D3776, Standard Test Methods for Mass Per Unit Area (Weight) of Fabric. k. D4253, Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table. I. D4254, Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density. SEPTEMBER 27, 2007 _ ©COPYRIGHT 2006 CH2M HILL TRENCH BACKFILL 31 23 23.15 - 1 360627A .GN1 m. D43 l 8, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticitf index of Soils ., n . D4533 , Standard Test Method for Trapezoid Tearing Strength of Geotextiles . o . D4832 , Standard Test Method for Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders. p . D4991 , Standard Test Method for Leakage Testing of Empty Rigid Containers by Yacuum Method . q . D5034, Standard Test Method for Breaking Strength and Elongation of Textile Fabrics (Grab Test). 3. National Electrical Manufacturers Association (NEMA): Z535.l , Safety Color Code. 1.03 DEFINITIONS A . Base Rock: Granular material upon which manhole bases and other structures are placed . B. Bedding Material : Granular ~aterial upon which pipes, conduits , cables, or duct banks are placed. . C. Imported Material: Material obtained by Contractor from source(s) offsite . D . Lift: Loose (uncompacted) layer of material. E . Pipe Zone: Backfill zone that includes -full trench width and extends from prepared trench bottom to an upper limit above top outside surface of pipe, conduit, cable or duct bank. F. Prepared Trench Bottom: Graded trench bottom after excavation and installation of stabilization material, if required, but before installation of beddip.g material. , G. Rela,tive .Compaction: The ratio, in percent; of the as-compacted field dry density to . the l~boratory maximum dry density as determined by ASTM D698. Co'rrections for oversize material may be applied to either as- compacted field dry den~ity or maximum dry density, as determined by Engineer. · H. Relative Density: As defined by ASTM D4253 and ASTM D4254. I. Selected Backfill Material : Material available onsite that Engineer determines to be suitable for a specific use . TRENCH BACKFILL 31 23 23 .15 -2 ' ' 360627.A4 SEPTEMBER 27 , 2007 ©COPYRIGHT 2006 CH2M HILL 360627 A .GNI J. Well-:Graded : A mixture of particle sizes that has no specific concentration or lack thereof of one or more sizes producing a material type that, when compacted , produces a strong and relatively incompressible soil mass free from detrimental voids. Well-graded does not define any numerical value that must be placed on the coefficient of uniformity , coefficient of curvature, or other specific grain size distribution parameters . 1.04 SUBMITTALS A. Action Submittals: 1. Shop Drawings: Manufacturer's descriptive literature for marking tapes. 2 . Samples: a. Trench stabilization material. b. Bedding and pipe zone material. c. Earth backfill, if imported . B. Informational Submittals: 1. Catalog and manufacturer's data sheets for compaction equipment. 2. Certified Gradation Analysis: Submit not less than 30 days prior to delivery for imported materials or anticipated use for excavated materials , except for trench stabilization material that will be submitted prior to material delivery to Site. 3. Controlled Low Strength Material : Certified mix design and test results. Include material types and weight per cubic yard for each component of mix . PART 2 PRODUCTS 2.01 MARKING TAPE A. Nondetectable: 1. For use above all metallic pipe. 2. Inert polyethylene, impervious to known alkalis, acids, chemical 360627 .A4 reagents, and solvents likely to be encountered in soil. 3. Thickness: Minimum 5 mils. 4 . Width : 6 'inches. 5. Identifying Lettering: Minimum I-inch high, permanent black lettering imprinted continuously over entire length. 6. Manufacturers and Products: a. Reef Industries; Terra Tape. b. Mutual industries; Non-detectable Tape . c . Presco; Non-detectable Tape. SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL TRENCH BACKFILL : 3-1 23 23.15 - 3 360627A.GN1 B . Detectable: Not required. C. Color: In accordance with APWA Uniform Color Code for Temporary Marking of Underground Facilities. Color* Facility Red Electric power lines , cables , conduit, and lightning cables Orange Communicating alarm or signal lines, cables, or conduit Yellow Gas, oil, steam, petroleum, or gaseous materials Green Sewers and drain lines Blue Potable water Purple Reclaimed water, irrigation, and slurry lines * As specified in NEMA Z535 .1, Safety Color Code . 2.02 ELECTRONIC MARKERS A. For use above all metallic and non-metallic pipes. B. Ball markers for buried water service,,blue in color. C. Passive electronic marker which produces a uniform , spherical RF field in all directions. D . Frequency : 145.7 kHz . E . Product: Tempo Omni Marker, or approved equal. 2 .03 TRENCH STABILIZATION MATERIAL A. Base Rock: 1. Clean, hard, durable 3-in~h minus crushed rock or gravel, or pit run, free from clay balls, other organic materials, or .debris. 2. Uniformly graded from coarse to fine, less than 8 percent by weight passing the 1/4-inch sieve. · 2 .04 BEDDING MATERIAL AND PIPE ZONE MATERIAL A. Unfrozen, friable, and no clay balls, roots, or other organic material. TRENCH BACKFILL 31 23 23 .15 - 4 360627 .A4 . -SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL 360627A.GN1 B . Clean or gravelly sand with less than 5 percent passing No . 200 sieve, as determined in accordance with ASTM D 1140, or gravel or crushed rock within maximum particle size and other requirements as follows unless otherwise specified. 1. Duct Banks: 3/4-inch maximum particle size . 2 . PVC Irrigation System Piping and Ductile Iron Pipe with Polyethylene Wrap : 3/8-inch maximum particle size . 3. Pipe 18-Inch Diameter and Smaller: 1/2-inch maximum particle size. 4. Pipe Greater than 18-Inch Diameter: 1-1/2-inch maximum particle size, free from sharp edges, for high density polyethylene pipe , ductile iron pipe , concrete pipe, welded steel pipe, and pretensioned or prestressed concrete cylinder pipe. a. Crushed stone with gradation requirements as indicated : Sieve Size l" 1/2 " 3/8" #4 #8 5. Conduit and Direct-Buried Cable: % Retained 0-10 40-75 55-90 90-100 95 -100 a . Sand , clean or clean to silty; less than 12 percent passing No. 200 sieve. b. Individual Particles : Free of sharp edges. c. Maximum Size Particle : Pass a No. 4 sieve. d . If more than 5 percent passes No. 200 sieve, the fraction that passes No. 40 sieve shaUbe nonplastic as determined in accordance with ASTM D4318. 2.05 EARTH BACKFILL A. Soil, loam, or other excavated material suitable for use as backfill. B. Free from roots or organic matter, refuse , boulders and material larger than 1/2 cubic foot, or other deleterious materials. 2.06 PROCESSED EARTH BACKFILL A. Class A and Class C Backfill: Earth backfill, meeting the following additional requirement. 1. Free of boulders and cobbles that would be retained on a 6-inch screen. 360627.A4 SEPTEMBER 27, 2007 . ©COPYRIGHT 2006 CH2M HILL TRENCH BACKFILL 312323.15 -5 360627A .GN1 2 .07 TOPSOIL AND SEEDING A. To be applied in all non-paved areas. B . As specified in City of Fort Worth Part D and DA Special Conditions . 2.08 SOURCE QUALITY CONTROL A. Perform gradation analysis in accordance with ASTM CI36 for : 1. Earth backfill, including specified class. 2 . Trench stabilization material. 3 . Bedding and pipe zone material. PART 3 EXECUTION 3 .01 TRENCH PREPARATION A. Water Control : 1. Promptly remove and dispose of water entering trench as necessary to grade trench bottom and to compact backfill and install manholes, pipe , conduit, direct-buried cable, or duct bank. Do not place concrete, lay pipe , conduit, direct-buried cable, or duct bank in water. 2 . Remove water in a manner that minimizes soil ero sion from trench sides and bottom. 3. Provide continuous water control until trench backfill is complete. B. Remove foreign material and backfill contaminated with foreign material that falls into trench. 3 .02 TRENCH BOTTOM A. Firm Subgrade : Grade with hand tools ,semove loose and disturbed material , and trim off high areas and ridges left by excavating bucket teeth . Allow space for bedding material if shown or specified. B. Soft Subgrade: If subgrade is encountered that may require removal to prevent pipe settlement, notify Engineer. Engineer will determine depth of overexcavation, if any required . 3.03 TRENCH STABILIZATION MATERIAL INSTALLATION · A. Rebuild trench bottom with trench stabilization material where trench has been overexcavated. B. Place material over full width of trench in 6-inch lifts to required grade, providing allowance for bedding thickness. TRENCH BACKFILL 31 23 23 .15 - 6 .360627.A4 SEPTEMBER 27 , 2007 ©COPYRIGHT 2006 CH2M HILL 360627A .GN1 C. Compact each lift so as to provide a firm , unyielding support for the bedding material prior to placing succeeding lifts. 3.04 BEDDING A . Furnish imported bedding material. B. Place over the full width of the prepared trench bottom in two equal lifts when the required depth exceeds 8 inches. C . Hand grade and compact each lift to provide a firm , unyielding surface. D. Minimum Thickness : As follows: 1. Pipe 15 Inches and Smaller: 4 inches. 2 . Pipe 18 Inches to 36 Inches: 6 inches. 3. Pipe 42 Inches and Larger: 8 inches. E. Check grade and correct irregularities in bedding material. Loosen top 1 inch to 2 inches of compacted bedding material with a rake or by other means to provide a cushion before laying each section of pipe , conduit, direct-buried cable, or duct bank. F . Install to form continuous and uniform support except at bell holes , if applicable, or minor disturbances resulting from removal of lifting tackle . G . Bell or Coupling Holes: Excavate in bedding at each joint to permit proper · assembly, welding, and inspection of joint and to ·provide uniform bearing along barrel of pipe or ·conduit. 3.05 BACKFILL PIPE ZONE A. Upper limit of pipe zone shall not be less than 12 inches above outside of pipe, unless shown otherwise. B. Restrain pipe, conduit, cables, and duct banks as necessary to prevent their movement during backfill operations . C. Place material simultaneously in lifts on both sides of pipe and, if applicable, between pipes, conduit, cables, and duct banks installed in same trench .. 1. Pipe 10-Inch and Smaller Diameter: First lift less than or equal to 1/2 pipe diameter. . 2. Pipe Over 10-Inch Diameter: Maximum 6-inch lifts. 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL TRENCH BACKFILL 31 23 23.15 - 7 360627 A.GNl D . Thoroughly tamp each lift, including area under haunches, with handheld tamping bars supplemented by "walking in " and slicing material under haunches with a shovel to ensure that voids are completely filled before placing each succeeding lift. E. After the full depth of the pipe zone material has been placed as specified, compact the material by a minimum of three passes with a vibratory plate compactor only over the area between the sides of the pipe and the trench walls . F . Do not use power-driven impact compactors to compact pipe zone material. Jetting and flooding for compaction are not permitted . 3 .06 MARKING TAPE INSTALLATION A. Continuously install marking tape along centerline of all buried piping at depth shown. Coordinate with piping installation drawings. 1. Detectable Marking Tape: Not required. 2. Nondetectable Marking Tape: Install with all piping. 3.07 BACKFILL ABOVE PIPE ZONE A. General: 1. Process excavated material to meet-specified -gradation requirements. , 2 .. , Adjustm~isture content as necessary to obtaini specified compaction. 3. Do not allow backfill to free fall into the trench or allow heavy, sharp pieces of material to be placed as backfill until after at least 2 feet of backfill has been placed. · 4. Do not use power driven impact type compactors for compaction until at least 4 -feet of backfill is placed over top of pipe. 5. Backfill to grade with proper allowances for t<:>psoil, crushed rock surfacing, and pavemen~ thicknesses, wherever applicable . · 6 . Backfill around structures with same class backfill as specified for adjacent trench unless otn'erwise shown or specified. ' 7. Jetting and flooding for compaction are not permitted . , ,, . ' /, '.!! B. Class A Backfill: 1. Place in lifts not exceeding thickness of 9 inches. 2. Mec~anically compact each lift to a minimum of 95 ·percent. relative compaction prior to: placing suc6e1eding lifts. · · TRENCH BACKFILL 31 23 23 .15 -8 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL 360627A.GN1 C. Class C Backfill: 1. Backfill with earth backfill. 2 . Leave trench with backfill material neatly mounded across the entire trench width, but not more than 6 inches above the adjacent ground surface. 3. In lawn, garden, or similar type areas, maintain trench level with the existing adjacent grade. 4. At Other Locations: a . Estimate and provide amount of backfill material required so that after normal settlement, the settled surface will match the adjacent ground surface. b. Neatly windrow material over trench, and remove excess. c. Correct excess or deficiency of backfill material apparent after settlement and within correction period by regrading , and disposing of excess material or adding additional material where deficient. 3 .08 REPLACEMENT OF TOPSOIL A . Replace topsoil in top 12 inches of backfilled trench. B. Maintain the finished grade of topsoil even with adjacent area and grade as necessary to restore drainage. 3.09 MAINTENANCE OF TRENCH BACKFILL A . After each section of trench is backfilled, maintain the surface of the backfilled trench even with the adjacent ground surface until final surface restoration is completed .. B. Gravel Surfacing Rock: Add gravel surfacing rock where applicable and as necessary to keep the surface of the backfilled trench even with the adjacent ground surface, and grade and compact as necessary to keep the surface of backfilled trenches smooth, free from ruts and potholes, and suitable for normal traffic flow. C. Topsoil: Add topsoil where applicable and as necessary to maintain the surface of the backfilled trench level with the adjacent ground surface. D. Concrete Pavement: Replace settled concrete pavement at Contractor's sole expense. E. Asphaltic Pavement: Replace settled areas at Contractor's sole expense . F. Other Areas: Add excavated material where applicable and keep the surface of the backfilled trench level with the adjacent ground surface . 360627 .A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL TRENCH BACKFILL 312323.15 - 9 360627A.GN1 3.10 SETTLEMENT OF BACKFILL A. Settlement of trench backfill, or of fill, or facilities constructed over trench backfill will be considered a result of defective compaction of trench backfill. Corrective measures shall be taken , at the direction of the Engineer, at the Contractor 's sole expense. TRENCH BACKFILL 31 23 23.15 -10 END OF SECTION 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL SECTION 33 05 01.10 HIGH DENSITY POLYETHYLENE (HDPE) PRESSURE PIPE AND FITTINGS 360627 A.GNl PART 1 GENERAL 1.01 GENERAL A. This Specification is applicable for 24 inch and larger pipe. Pipe that is smaller than 24 inches shall conform to City of Fort Worth Standard Specifications . 1.02 REFERENCES A . The following is a list of standards that may be referenced in this section: 360627 .A4 1. American Society of Mechanical Engineer's (ASME): a. Bl6.l , Cast Iron Pipe Flanges and Flanged Fittings. b . Bl8 .2 .2, Square and Hex Nuts (Inch Series). 2. American Water Works Association (AWWA): C906, Polyethylene (PE) Pressure Piping and Fittings, 4-In. through 63-In ., for Water Distribution and Transmission. 3 . ASTM International (ASTM): a. A193 , Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service . b. Al 94, Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High-Pressure and High-Temperature Service. c . A240, Standard Specification for Heat-Resisting Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels. d. A307, Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength. e. A536, Standard Specification for Ductile Iron Castings . f. A563, Standard Specification for Carbon and Alloy Steel Nuts . g. D638, Standard Test Method for Tensile Properties of Plastics . h. D2657, Standard Practice for Heat Fusion Joining of Polyolefin Pipe and Fittings 1. D2774, Standard Practice for Underground Installation of Thermoplastic Pressure Piping . J. D3350, Standard Specification for Polyethylene Plastics Pipe and Fittings Materials. k . F714, Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter. SEPTEMBER 27, 2007 ©COPYRIGHT2006 CH2M HILL HIGH-DENSITY POLYETHYLENE (HDPE) PRESSURE PIPE AND FITTINGS 33 05 01.10 - 1 360627 A.GNl 1.0 3 SUBMITTALS A . Action Submittals : I. Shop Drawings: a . Catalog information confirming pipe , fittings , and other materials conform to requirements of this section . b. Drawings of specific connection details . B. Informational Submittals: I. Certification from pipe manufacturer that Contractor is qualified to join, Jay, and handle pipe. 2 . Certificates of qualification for persons to be fusing HDPE pipe . Experience and training record of persons to be fusing HDPE pipe. 3. Testing Plan: Submit at least 15 days prior to testing and at minimum , include the following: a . Testing dates. b. Piping systems and section(s) to be tested. c . Method of isolation. d. Method of conveying water from source to sy·stem being tested. e . Calculation of maximum allowable leakage for piping section(s) to be tested. 4. Certifications of Calibration: Approved testing ·laboratory certificate if pressure gauge for hydrostatic test has been previously used . If pressure gauge is new, no ce'rtificate is required. ' 5. . Test report documentation. 1.04 QUALIFICATIONS A . Pipe Manufacturer: Listed with Plastic Pipe Institute as meeting recipe and mixing requirements of resin manufacturer for resin used to manufacture pipe for this· Project. B. Persons fusing HDPE pipe ~h~ll have minimum of 1 year of experience with ,fusing HDPE pipe.and shall have received training for fusing HDPE pipe in accordance with recommendations of pipe supplier or fusing equipment supplier. HIGH-DENSITY POLYETHYLENE (HDPE) PRESSURE PIPE AND FITTINGS 33 05 01.10 - 2 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL 360627A.GN1 1.05 DELIVERY, STORAGE, AND HANDLING A. Shipping: Do not cut, kink, or otherwise damage pipe during transportation. B. Storage: 1. Limit stacking of pipe to a height that will not cause excessive deformation of bottom layers of pipes under anticipated temperature conditions. 2. Where necessary due to ground conditions, store pipe on wooden sleepers, spaced suitably and of such width s as not to allow deformation of pipe at point of contact with sleeper or between supports. PART 2 PRODUCTS 2.01 MANUFACTURERS A . Pipe and fittings specified in this section shall be products of: 1. CP Chem Performance Pipe. 2. JM-Manufacturing Co. 3 . Or approved by the Owner. 2.02 SERVICE CONDITIONS A. Combination of domestic and industrial wastewater. 2.03 MATERIALS A . Pipe and Fittings: 1.. Conform to requirements of A WW A C906. 2. Polyethylene resin shall meet or exceed requirements of ASTM D3350 for PE 3408 material with cell classification of 345464C, or better. 3 . Maximum Allowable Hoop Stress : 800 psi at 73.4 degrees F. 4. Pipe sizes shall conform to ASTM F714. 5. Pipe and fittings shall have a minimum pressure rating of 150 psi and nominal dimension ration of SDR 11 . B. Pipe lengths , fittings, and flanged ·connections to be joined by thermal butt- fusion shall be of same type, grade, and class of polyethylene compound and supplied from same raw material supplier. 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL HIGH-DENSITY POLYETHYLENE (HDPE) PRESSURE PIPE AND ·FITTINGS 33 05 01.10 .. 3 360627A.GN1 C. Fittings shall be molded for sizes 6 inches and smaller and shall be fabricated from polyethylene pipe; for sizes 8 inches and larger, by means of thermal butt-fusion. Ends of fabricated fittings shall not be trimmed to match pipe section to which they are going to be joined . Polyethylene fittings shall have same or higher pressure rating as pipe when installed . D. Flanges: ASTM A536, ductile iron, backing flanges with 125 pound , ASME Bl6 .l Standard drilling . Flanges shall be complete with one-piece, molded polyethylene stub ends. Flanged connections shall have same or greater pressure rating as pipe. E . Gaskets: Gasket material, size, and thickness shall be as recommended by pipe or flange manufacturer. F. Joints: Thermal butt-fusion, except where connecting to unions, valves, and equipment with threaded connections that may require future disassembly . G. Bolts, Nuts , Washers: Type 316 stainless steel, ASTM A193 , Grade BS hex head bolts ; and ASTM A194, Grade 8 hex head nuts. Bolts shall be fabricated in accordance with ASME B18 .2.2 and provide~ with washers of same material as bolts . H . Wall Anchor: 1. Material: Same as HDPE pipe . 2. Internal Diameter: Equal to adjacent pipe. 3. Outside Diameter: 5 inches greater than adjacent pipe. 4. Shear Strength: Equal to or greater than tensile strength of adjacent pipe. 5. Fabrication : Butt fusion. Extrusion ,bead welding ·is not allowed. PART 3 EXECUTION 3.01 INSTALLATION A . General: 1. Fabricate and install polyethylene pipe in strict conformance with ASTM D2774, and pipe manufacturer's recommendations. 2. Joining : Butt-fuse pipes an<;l fittings in accordance with pipe manufacturer's recommendations. Depending on Site conditions, perform butt-fusion joining in or outside of excavation . 3. Mechanical Connections : Connect HDPE pipe to auxiliary equipment such as valves, pumps, tanks, and other piping systems with flanged connections as follows: a. Polyethylene "stub end", thermally butt-fused to ends of pipe . b. Backing flange , as specified. HIGH-DENSITY POLYETHYLENE (HDPE) PRESSURE PIPE AND FITTINGS 33 05 01.10 - 4 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL 360627A .GN1 c. Bolt and nut of sufficient length to show a minimum of three complete threads when joint is made and tightened to manufacturer's standard . Retorque nuts after 4 hours . d . Gaskets as specified. 4. Special Precautions at Flanges: Support polyethylene pipe connected to heavy fittings, manholes, and rigid structures in such a manner that no subsequent relative movement between polyethylene pipe at flanged joint and rigid structures is possible . B . Placement in Trench: 1. Handle joined pipeline in such a manner that pipe is not damaged by dragging it over sharp and cutting objects. 2. Position slings for handling pipeline away from butt-fused joints. 3. · Remove sections of damaged pipe and replace it with undamaged pipe. Damaged pipe is defined as pipe with kinks or gouges exceeding 10 percent of pipe wall thickness . 4 . Exercise care when' lowering pipe into trench to prevent damage or twisting of pipe. 5 . Snake pipe from one side of trench to other to allow for thermal and settling movements . 6 . At flanges, valves, and connections, excavate trench bottom out sufficiently to ensure clearance between undisturbed trench bottom and flange, valve , or connection. 3.02 TESTING AND INSPECTION A. Joint and Mandrel Testing: 360627.A4 1. Joint: a. Test Procedure: ASTM D638. b. Specimens: Cut pipe 12 inches on each side of field made joint. Rejoin ends and proceed with Work. c . Test Frequency: D First 1,000 Linear Feet: Two joints selected at random by Owner. 2) Each Additional 5,000 Linear Feet: One joint selected at random by Owner. 3) Each Test Failure : Two additional joints selected at random by Owner. SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL HIGH-DENSITY POLYETHYLENE (HOPE) . PRESSURE PIPE'AND FITTINGS · ·33 05 OLIO -5 36Q627A .GN1 2. Mandrel : a . After leak testing, mandrel test pipeline. b . Mandrel Configuration : Rigid, with circular cros s section of diameter not les s than 92 percent of average inside diameter of pipeline and with length of circular portion equal to nominal diameter of pipeline. c . Pulling Method: Manually , by hand . B . Pipeline Hydrostatic Test: 1. General: a . Notify Owner in writing 5 days in advance of testing. Perform testing in presence of Owner. b. Test newly installed pipelines . Using water as test medium, pipes shall successfully pass a leakage test prior to acceptance. c. Furnish testing equipment and perform tests in manner satisfactory to Engineer. Testing equipment shall provide observable and accurate measurements of leakage under specified conditions . d. Isolate new pipelines that are connected to existing pipelines. e . Conduct field hydrostatic test on buried piping after trench has been completely backfilled . Testing may, as approved by Engineer, be done prior to placement of asphaltic concrete or roadway structural section . f. Contractor may, if field conditidns permit and as determined by Engineer, partially backfill trench and_ leave joints open for inspection and conduct an initial service>leak test. Final field hydrostatic test shall not, however, be conducted until backfilling has been completed as specified above. g . Supply of temporary water shall be as· stated in City of Fort Worth, Part D and DA,. Special Conditions. 2. Preparation: a. Install temporary thrust blocking or other restraint as necessary to prevent movement ofpipe and protect adjacent piping or equipment. Make necessary taps in piping prior to testing. b. · Wait 5 days minimum after concrete thrust blocking is installed to perform pressure tests. If high-early strength cement is used for thrust blocking, wait may be reduced to 2 days. c . Prior to test, remove or suitably isofate appurtenant instruments or devices that could be damaged by pressure testing . d. New Piping Connected to Existing Piping: Isolate new piping with grooved-end pipe caps, blind flanges, or other means as acceptable to Engineer. HIGH-DENSITY POLYETHYLENE (HOPE) PRESSURE PIPE AND FITTINGS 360627.A,4 . SEPTEMBER 27 , 2007 ©COPYRIGHT 2006 CH2M HILL 33 05 01.10 -6 I. 360627.A4 360627 A .GNl 3 . Procedure : a. Test pressure shall be 150 percent of system operating pressure based on pressure as measured at lowest point in pipeline. b. Maximum filling velocity shall not exceed 0.25 feet per second, calculated based on full area of the pipe . c. Expel air from pipe system during filling. d . Test procedure consists of two steps : initial expansion phase and test phase. During initial expansion phase , apply and maintain specified test pressure with hydraulic force pump. Valve off piping system when test pressure is reached. Add make-up water at hourly intervals for 3 hours to maintain test pressure . Continue initial expansion phase for 4 hours and then begin test phase. Test phase shall continue for 1 hour. e. At conclusion of test phase, determine actual leakage by measuring quantity of water necessary to return system to test pressure. f. If test is not completed due to leakage , equipment failure, or other reasons, depressurize test section and allow it to relax for at least 8 hours before retesting. g. If measured leakage exceeds allowable leakage or if leaks are visible, repair defective pipe section and repeat hydrostatic test. 4. Allowable Leakage: a . Maximum allowable make-up water at conclusion of test phase shall not exceed recommended amounts stated in the following table. b. Table is based on test pressure equal to 1.5 times pressure class of pipe. If lower pressure is used for test, allowances shall be reduced by ratio of test press;ure to pressure class of pipe . Make-Up Water Allowance for Test Phase (U.S. Gallons per 100 feet of Pipe) Nominal Pipe Size 1-Hour Test 2-Hour Test 3-Hour Test (inches) (eallons) (eallons) (eallons) 3 0.10 0.15 0 .25 4 0.13 0.25 0.40 6 0.30 0.60 0 .90 8 0.50 1.0 1.5 10 0.75 1.3 2.1 12 1.1 2.3 3.4 14 1.4 2.8 4.2 SEPTEMBER 27 , 2007 ©COPYRIGHT 2006 CH2M HILL HIGH-DENSITY POLYETHYLENE (HDPE) PRESSURE PIPE AND FITTINGS 330501.10-7 360627A .GN1 Make-Up Water Allowance for Test Phase (U.S. Gallons per 100 feet of Pipe) Nominal Pipe Size 1-Hour Test 2-Hour Test 3-Hour Test (inches) (~allons) (2:allons) (l?:allons) 16 1.7 3.3 5.0 18 2.2 4 .3 6.5 20 2 .8 5 .5 8.0 24 4 .5 8.9 13.3 28 5.5 11.1 16 .8 32 7 .0 14 .3 21.5 36 9 .0 18.0 27.0 40 11.0 22.0 33.0 42 ' 12.0 22 .5 35.0 48 15.0 27.0 43 .0 54 . . \ 18.0 30 .0 50 .0 63 27.0 54.0 81.0 3.03 MANUFACTURER'S SERVICES \ I A. Provide 'pipe manufacturer's representative , as necessary , for installation assistance during pipe joining operations at no additional costs to the Owner. END OF SECTION HIGH-DENSITY POLYETHYLENE (HOPE) PRESSURE PIPE AND FITTINGS 33 05 01.10 - 8 360627.A4 SEPTEMBER 27 , 2007 ©COPYRIGHT 2006 CH2M HILL SECTION 33 05 01.11 HIGH DENSITY POLYETHYLENE (HDPE) PIPE FOR SLIP LINING 360627A .GN1 PART 1 GENERAL 1.01 GENERAL A. This Specification is applicable to 24-inch and larger pipe . Pipe that is smaller than 24 inches shall conform to the City of Fort Worth Specifications , Part DA-5 . 1.02 REFERENCES A. The following is a list of standards that may be referenced in this section: 360627 .A4 1. American Society of Mechanical Engineer 's (ASME): a. B16.l , Cast Iron Pipe Flanges and Flanged Fittings. b. Bl8 .2.2, Square and Hex Nuts (Inch Series). 2. American Water Works Association (A WW A): C906, Polyethylene (PE) Pressure Piping and Fittings, 4-In. through 63-In., for Water Distribution and Transmission. 3. ASTM International (ASTM): a. A193, Standard Specification for Alloy-Steel and Stainless Stee l Bolting Materials for High-Temperature Service. b. A194, Standard Specification for Carbon and Alloy Steel Nuts for Bolts fdr High-Pressure and High-Temperature Service. c . A240, Standard Specification for Heat-Resisting Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels . d. A307, Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength. e . A536, Standard Specification for Ductile Iron Castings. f . · A563, Standard Specification for Carbon and Alloy Steel Nuts . g. D638, Standard·Test Method for Tensile Propert1es of Plastics . h. D2774, Standard Practice for Underground Installation of Thermoplastic Pressure Piping. 1. D3350, Standard Specification.for PoTyethylene Plastics Pipe and Fittings Materials. J . F585, Standard Practice for Insertion of Flexible Polyethylene Pipe into Existing Sewers. k. F645, Standard Guide for Selection, Design, and Installation of Thermoplastic Water Pressure Piping Systems. I. F714, Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter. SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL HIGH-DENSITY POLYETHYLENE (HDPE) . PIPE FOR SLIP LINING 33 05 01.11-1 360627 A .GNl 1.03 SUBMITT ALS A . Action Submittals: 1. Shop Drawings : a . Catalo g information confirming slip liner pipe , fittings, and other materials conform to requirements of Part 2 , Products. b. Drawings of specific connection details . c. Grout mix design for filling annular space B. Informational Submittals: 1. Certificates of qualification for persons to be fusing HDPE pipe. Experience and training rec9rd of persons to be fusing HDPE pipe . 2. Procedure to verify that grout has filled annular space . 3. Certification from pipe manufacturer that Contra~tor is qualified to join, lay, and handle pipe. · 4 . Testing Plan: Submit at least 15 days prior to testing and at minimum, include the following: a. Testing dc;1\es . b . Piping systems and section(s) to be tested . c. Method of isolation. . q. Method of conveying water from source to system being tested. e . Calculation.of maximum allowable)eak<\ge for piping section(s) to be testedi · 1 · 5. Certifications of Cal ibration: Approved testing. laboratory certificate if pressure gauge for hydrostatio test has ·been1 previously used . If pressure gauge' is new, no ~certificate is required , 6 . Test report documentation . 1.04 QUALIFICATIONS A. Pipe Manufa~turer: Listed with Plastic Pipe Institute as meeting recipe and mixing requirements of resin manufacturer for resin used to manufacture pipe for Project. B. Per~ons fusing HpPE pipe shall have a minimum9f l year of experience with fusing HDPE pipe and shall have received training for fusing HDPE pipe in accordance , with the recommendations of the pipe supplier or fusing equipment supplier. j ~· ' HIGH-DENSITY POLY.ETHYLENE (HDPE) PIPE FOR SLIP LINING 33 05 01.11-2 360627:A4 SEPTEMBER 27 ~ 2007 ©COPYRIGHT 2006 CH2M HILL 360627A.GN1 1.05 DELIVERY, STORAGE, AND, HANDLING A. Shipping: Do not cut, kink , or otherwise damage pipe during transportation. B . Storage: 1. Limit stacking of pipe to a height that will not cause excessive deformation of bottom layers of pipes under anticipated temperature conditions . 2 . Where necessary due to ground conditions, store pipe on wooden sleepers, spaced suitably and of such widths as not to allow deformation of pipe at point of contact with sleeper or between supports. PART 2 PRODUCTS 2.01 MANUFACTURERS A . Slip liner pipe and fittings specified in this section shall be products of: 1. C . P . Chem Performance Pipe . 2 . J.M. Manufacturing Co. 3. Or as approved by Owner. 2.02 SERVICE CONDITIONS A . Combination of domestic and industrial wastewater. 2.03 MATERIALS A . Slip liner Pipe and Fittings: 1. Conform to requirements of A WW A C906 ,_- 2. Polyethylene resin shall meet or exceed requirements of ASTM D3350 · for PE 3408 material with a cell classification of 335434C, or better. 3. Maximum Allowable Hoop Stress: 800 psi at 7f4 degrees F . 4 ... : Pipe sizes shall conform to ASTM F714. 5. Pipe and fittings shall have a minimum pressure rating of 150 psi and nominal dimension ratio of SDR 11. . i . B. Polyethylene pipe lengths , fittings, and flanged connections to be joined by thermal butt-fusion shall be of same type, grade, and class of polyethylene compound and supplied from same raw material supplier. 360627 .A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL HIGH-DENSITY POLYETHYLENE (HOPE) PIPE FOR SLIP LINING 330501.11-3 \ 360627 A.GNl C. Polyethylene fittings shall be molded for sizes 6 inches and smaller and shall be fabricated from polyethylene pipe ; for sizes 8 inches and larger, by means of thermal butt-fu s ion . Ends of fabricated fittings shall not be trimmed to match pipe section to which they are going to be joined. When installed, polyethylene fittings shall have same or higher pressure rating as pipe. D . Flanges : ASTM A536 , ductile iron, backing flanges with 125 pound , ASME B 16 .1 Standard drilling . Flanges shall be complete with one-piece, molded polyethylene stub ends. Flanged connections shall have same or greater pressure rating as pipe . E. Gaskets : Material, size, and thickness shall be as recommended by pipe or flange manufacturer. F. Joints: Thermal butt-fusion, except where connecting to unions, valves, and equipment with threaded connections that may require future disassembly . G . Bolts , Nuts, Washers : Type 316 stainless steel, ASTM A193, Grade B8 hex head bolts; and ASTM A194, Grade 8 hex head nuts. Bolts shall be fabricated in accordance with ASME B 18 .2 .2 and provided with washers of same . material as bolts. H. Wall Anchor: 1. Material : Same as HDPE pipe. 2. Internal Diameter: Equal to adjacent pipe. .. 3. Outside Diameter: 5 inches greater than adjacent pipe. · 4. Shear Strength: Equal to or greater tha_n the tensile strength of the adjacent pipe . ,, · 5 . Fabrication: Butt fusion. Extrusion bead welding is not allowed . I. Grout for Annular Space: Grout mix shall be designed to completely fill annular space based on the following : 1. Minimum penetration resistance of 100 psi in 24 hours when tested in accordance with ASTM 1C403 and minimuth compressive strength of 300 psi in 28 days when tested in accordance with ASTM C495 or G109 . 2. Size of annular void. 3. Absence or presence of water in annular_ space. 4. Sufficient strength and movement to prevent movement of pipe . 5. Adequate retardation. 6. Exhibits Jess than 1 percent shrinkage by volume . 7 . Grout mix design shall effectively prevent the absorption of water. HIGH-DENSITY POLYETHYLENE (HDPE) PIPE FOR SLIP LINING 33 05 01.11 - 4 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL 360627A.GNI PART 3 EXECUTION 3.01 INSTALLATION A. Field fabricate and install slip liner pipe in conformance with ASTM D2774 , and slip liner pipe manufacturer's recommendation s . B . Joining Pipe Sections: 1. Join pipes to one another, to polyethylene fittings , and to flange connections by means of thermal butt-fusion in accordance with pipe manufacturer 's recommendations. 2.. Depending on Site conditions , butt-fusion joining may be performed perform in or outside of excavation . 3 . Fusion Beads: a. Interior: Smooth, uniform in appearance , with projection into pipe not to exceed manufacturer 's recommendations or 0.25 inch , whichever is less. b. Exterior: To be removed flush with outside wall immediately after joint has been completed. C. Mechanical Connections : 1. Connect HDPE pipe to auxiliary equipment such as valves , pumps, tanks , and other piping systems with flanged connections as follows : a. Polyethylene "stub end", thermally butt-fused to ends of pipe . b. Backing flange, as specified. c. Bolt and nut of sufficient length to show a minimum of three complete threads when joint is . made and tightened to . manufacturer's standard. Retorque nuts after 4 hours . d. Gaskets as specified. 2. Special Precautions at Flanges: Support polyethylene pipe connected to heavy fittings , manholes, and rigid structures in such a manner that no subsequent relative movement between polyethylene pipe at flanged joint and rigid structures is possible . D. S~ing Pig: 360627 .A4 1. Purpose: To identify obstructions and use results of test pull to formulate a plan for proposed sliP, lining ,. 2. Pig Configuration: Recommende,d by slip liner manufacturer. 3 .. ; Pig Length : As recommended by slip liner manufacturer to assure that slip liner will not bind in curves of existing pipeline. SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL HIGH-DENSITY POLYETHYLENE (HDPE) PIPE FOR SLIP.LINING 33 05 01.11-5 360627A .GN1 4 . Pulling Heads: Open head type. Configure per slip liner manufacturer recommendations and attach pulling head and cable to both ends of sizing pig in order to allow pig to be pulled in reverse direction if it becomes lodged. 5. Notify Engineer immediately if pig becomes lodged. E. Access Pits : 1. Configuration at Slip liner Insertion Points: a . In accordance with ASTM F585 and manufacturer 's recommendations to facilitate entry of liner into existing pipe without damage . b . End Slope : 2 .5: 1 or flatter. Shape to permit as long a radius in liner pipe as feasible , where it enters excavation and where it enters existing pipe . Radius shall be not less than 35 times outside diameter of liner pipe . F . Pipe Insertion: 1. Existing Pipe: Remove existing pipe full length of access pit. Remove sharp edges from exposed pipe opening . 2 . Handling: a . Handle joined pipeline in such a manner that pipe is not damaged by dragging it over sharp and cutting objects . b . Position slings for handling pipeline away from butt-fused joints. c. Remove sections of damaged pipe ,and replace with undamaged pipe. Damaged pipe is defined .as pipe with kinks or gouges ·exceeding 10 percent of pipe wall thickness. 3 . Insertion Method : Push or pull method or combination thereof, in accordance with slip liner manufacturer's recommendations. 4. · Pulling He'ads : Open head type . Configure per slip liner manufacturer 's recommendations and. attach pulling head and cable to both ends of liner in order to allow liner to be pulled in reverse direction if it becomes lodged . 5. Slip liner Length and Pulling Speed: In accordance with slip liner manufacturer 's recommendations to ensure that liner is not excessively stressed during insertion . 6. Insertion Schedule :· a . 0. Butt-Fused Joints : Do not pull ·until set time recommended by manufacturet has elapsed . ' Cdntinuous Slip liner: Allow continuous liner to equalize to ambient tempetatures prior to trimming ends or making end connections. HIGH.-DENSITY POLYETHYLENE (HDPE) PIPE FOR SLIP LINING 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL 33 05 01.11 - 6 360627 A.GNl 7. Scoring Protection: As liner is inserted , provide protection to prevent scoring of liner by existing pipe . 8. Slip liner Stretching: In event of a hang-up, do not stretch polyethylene pipe beyond its elastic limit. G . Stress and Strain Relief: 1. Allow slip liner to return to its original length and shape in unstressed state prior to trimming excess liner in manholes, making connections to existing pipe, or sealing annular spaces. 2. Procedures: Follow slip liner manufacturer 's recommendations regarding relief and normalization of stress and strain due to temporary stretching or elongation after pulling operations are completed. 3 . Time Allowed for Stress and Strain Relief: Not less than 24 hours. 4. Excess Slip liner in Manholes: After trimming, liner shall extend minimum of 6 inches into manholes at terminal ends. H . Annular Space Grouting: 360627.A4 1. Materials shall be mixed in equipment of sufficient size and capacity to provide desired amount of water repellants, nonshrink grout material for each stage in a single operation. The Contractor shall submit the mix design to Engineer for review. Equipment shall be capable of mixing grout at densities required for approved procedure and shall also be capable of changing density as dictated by field conditions . 2 . Seal annular space between slip liner pipe and host pipe. 3 . Due to specific site conditions for slip lining the two lake crossings, the Contractor shall prepare a detailed grouting plan to the Engineer for review. 4. Gauged pumping pressure shall not exceed slip liner pipe manufacturer's recommendations. 5. Pressurize slip liner pipe to prevent overstressing or collapsing during grouting procedure. 6. Unless otherwise approved by Engineer, grouting shall proceed uninterrupted from bulkhead to bulkhead . 7. Pressure grouting the annular space in the existing cast iron pipe (CIP) will require pressure tapping the pipe multiple times to inject and vent grouting material. Follow Engineer approved procedure to verify that grout has filled annular space . SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL HIGH-DENSITY POLYETHYLENE (HOPE) PIPE FOR SLIP LINING 33 05 01.11 - 7 360627A.GN1 I. Backfill at Exposed Slipline: 1 '. Preparation : At points where host pipe has been removed and slip liner pipe is exposed, remove debris and create a void around slip liner pipe in preparation for encasement using flowable fill. 2. Encasement: Place in 6-inch lifts within void and over top of exposed slip liner pipe as shown on Drawings-:-Exercise care at all times to prevent floating and damage or collapse to slip liner. 3. Backfill: After concrete encasement has obtained sufficient strength, place and compact backfill to required finished grade in accordance with Section 312323.15, Trench Backfill. 3.02 TESTING AND INSPECTION A. Joint and Mandrel Testing: 1. 2. Joint: a . Test Procedure: ASTM D638. b. C. .. Specimens : Cut pipe 12 inches on each side of field made joint. Rejoin ends and proceed with Work. Test Frequency: . 1) First 1,000 Linear Feet: Two joints selected at random by Engineer. 2) Each Additional 5,000.Linear Feet: One joint selected at random '.by Engineer. 3) Each Test Failure: Two additional joints selected at random by Engineer . Mandrel: a. .After leak testing, mandrel test pipeline. b. Mandrel Configuration: Rigid, with circular cross section of . diameter not less than 92 percent of average inside diameter of pipeline and with length of circular portion equal to nominal diameter of pipeline. c . Pulling Method: Manually, by hand. B . Pipeline Hydrostatic Test: 1. General: a. Notify Owner in writing 5 days in advance of testing. Perform testing in presence of Owner. · b. Test newly installed pipelines. Using water as test medium , pipes shall successfully pass a leakage test prior to acceptance. c. Furnish testing equipment and perform tests in manner satisfactory to Owner. Testing equipment shall provide observable and accurate measurements of leakage under specified conditions. d. Isolate new pipelines that are connected to existing pipelines . HIGH"'.DENSITY POLYETHYLENE (HDPE) PIPE FOR SLIPLINING · 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL 33 05 01.11 - 8 360627.A4 360627A.GN1 e . Supply of temporary water shall be as stated in City of Fort Worth Part D and DA Special Conditions .. 2 . Preparation: a. Install temporary thrust blocking or other restraint as necessary to prevent movement of pipe and protect adjacent piping or equipment. Make necessary taps in piping prior to testin g. b . Wait 5 day s minimum after concrete thrust blocking is installed to perform pressure tests. If high-early strength cement is used for thrust blocking, wait may be reduced to 2 days. c. Prior to test, remove or suitabl y isolate appurtenant instruments or devices that could be damaged by pressure testing . d . New Piping Connected to Existing Piping: Isolate new piping with grooved-end pipe caps , blind flanges , or other means as acceptable to Engineer. 3. Procedure: a . Test pressure shall be 150 percent of system operating pressure based on pressure as measured at lowest point in pipeline. b. Maximum filling velocity shall not exceed 0 .25 feet per second , calculated based on the full area of the pipe . c. Expel air from pipe system during filling . d. Test procedure consists of two steps: initial expansion phase and test phase. During initial expansion phase, apply and maintain specified test pressure with hydraulic force pump. Valve off piping system when test pressure is reached. Add make-up water at hourly intervals for 3 hours to maintain test pressure . Continue initial expansion phase for 4 hours and then begin test phase. Test phase shall continue for 1 hour. e. At conclusion of test phase, determine actual leakage by measuring quantity of water necessary to return system to test pressure. f . If test is not completed due to leakage , equipment failure, or other reasons , depressurize test section and allow it to relax for at least 8 hours before re-testing . g. If measured leakage exceeds allowable leakage or if leaks are visible , repair defective pipe section and repeat hydrostatic test. 4. Allowable Leakage: a. Maximum allowable make-up water at conclusion of test phase shall not exceed recommended amounts stated in the following table. b . Table is based on test pressure equal to 1.5 times pressure class of pipe. If lower pressure is used for test, allowances shall be · reduced by ratio of test pressure to pressure class of pipe . Make-Up Water Allowance for Test Phase (U.S. Gallons per 100 feet of Pipe) SEPTEMBER 27 , 2007 ©COPYRIGHT 2006 CH2M HILL HIGH-DENSITY POLYETHYLENE (HDPE) PIPE FOR SLIP LINING 33 05 01.11 - 9 360627A.GN1 Nominal Pipe Size 1-Hour Test 2-Hour Test 3-Hour Test (inches) (gallons) (gallons) (gallons) 3 0.10 0.15 0.25 4 0 .13 0.25 0.40 6 0.30 0.60 0.90 8 0 .50 1.0 1.5 10 0.75 1.3 2.1 12 1.1 2.3 3.4 14 1.4 2.8 4 .2 16 1.7 3 .3 5 .0 18 2.2 4.3 6.5 20 2.8 5.5 8 .0 24 4.5 8.9 13 .3 28 5.5 11.1 16.8 32 7.0 14.3 21.5 36 9 .0 18.0 27.0 40 11.0 22.0 33.0 42 . 12.0 ) 22.5 35.0 48 15 .0 27.0 43.0 54 18.0 30.0 50.0 63 . 27 .0 54 .0 81.0 3.03 MANUFACTURER'S SERVICES A. Provide pipe manufacturer's representative at Site, as necessary, for installation assistance during pipe joining operations at no additional costs to the Owner. END OF SECTION HIGH-DENSITY POLYETHYLENE (HDPE) PIPE FOR SLIP LINING 33 05 01.11 -10 360627'.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL SECTION 33 05 01 CONVEYANCE PIPING -GENERAL 360627A.GNI PART 1 GENERAL 1.01 REFERENCES A . The following is a list of standards which may be referenced in this section: 360627.A4 1. American Concrete Institute (ACI): 301 , Standard Specification for Structural Concrete. 2. American Water Works Association (A WWA): a. Cl 10/A21.I0, Ductile-Iron and Gray-Iron Fittings, 3 in. Through 48 in . (75 mm Through 1200 mm), for Water and Other Liquids . b . Cll5/A21.15 , Flanged Ductile-Iron Pipe with Ductile-Iron or Gray-Iron Threaded Flanges . c . C207 , Steel Pipe Flanges for Waterworks Service -Sizes 4 in . Through 144 in. (100 mm Through 3,600 mm). d. C210 Liquid-Epoxy Coating Systems for the Interior and Exterior of Steel Water Pipelines. e. C213, Fusion:-Bonded Epoxy Coating for the Interior and Exterior of Steel Water Pipelines. f. C217, Cold-Applied Petrole\mi Tape and Petroleum Wax Tape Coatings for the Exterior of Special Sections , Connections, and Fittings for Buried Steel W,ater_ P,ipelines. g. C219, Bolted, Sleeve-Type Cduplings for Plain-End Pipe : h. C221, Fabricated Steel Mechanical Slip-Type Expansion,Joints. i. C606, Grooved and Shouldereq Joints. 3. ASTM International (ASTM): a. A497, Standard Specification,for Steel Welded Wire Fabric, Deformed, for Concret~ Reinforcement.. b. A615/A615M, Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement. c . C94/C94M, Standard Specification for Ready-Mixed Concrete . . . . d . C150, Standard Specification for Portland Cement. e. F593 , Specification for Stainless Steel Bolts, Hex Cap Screws , and Studs. 4 . NSF International (NSF): 61B, Drinking Water System Components - Health Effects . SEPTEMBER.27, 2007 ©COPYRIGHT 2006 CH2M HILL CONVEYANCE PIPING-GENERAL 33 05 01 - 1 360627A.GN1 1.02 DESIGN REQUIREMENTS A. Where pipe class or wall thickness is not indicated, design piping system for maximum stress based on the following test pressure ~nd earth load s: 1. Operating Pressure : 50 psi . 2. Field Hydrostatic Test Pressure : 150 psi. 3. Earth Loads : Refer to Appendix A , Geotechnical Investigations. 4. Soil Density: Refer to Appendix A , Geotechnical Investigations . 5. Traffic Loads: Refer to Appendix A, Geotechnical Investigations . 1.03 SUBMITT ALS A. Action Submittals : 1. Detailed pipe fabrication drawings showing pipe details , special fittings and bends, dimensions , coatings, and other pertinent information. 2. Lay.out drawing showing location of each pipe section and each special length. 3 . Pipe pressure class. 4. Wall thickness, reinforcing, and strength calculations. 5 . Product Data: Manufacturer 's data for couplings, saddles, gaskets, and other pipe accessories . Indicate maximum rated working pressure and test pressw-e for ¥ach item. 1.04 DELIVERY, STORAGE, At:JD HANDLING ' . '1 · ' A ." B. C. D . E . ' ' In accordance with manufacturer's recommendations and as specified in individual Specification(s) following this section . Marking at Plant: Mark each pipe and fitting at plant. Include date of manufacture, manufacturer 's identification, specification standard, diameter of pipe dimension ratio, pipe class, and other information required for type of pipe . Pipe, specials, and fittings received at Project Site in damaged condition will not be accepted. Gasket Storage : Store rubber gaskets in cool, well ventilated place, and do not expose to direct rays of sun. Do not allow contact with oils, fuels, petroleum, or solvents . Store and support pipe securely to prevent accidental rolling and to avoid contact with mud, water, or other deleterious materials . CONVEYANCE PIPING-GENERAL 33 05 01 - 2 360627.A4 . SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL 360627A .GN1 F. Handling: 1. Pipe shall be handled with proper equipment in a manner to prevent distortion or damage. Use of hooks , chains, wire ropes, or clamps that could damage pipe, damage coating or lining , or kink and bend pipe ends is not permitted. 2. Use heavy canvas , or nylon slings of suitable strength for lifting and supporting materials . 3. Lifting pipe during unloading or lifting into trench shall be done using two slings placed at quarter point of pipe section. Pipe may be lifted using one sling near center of pipe, provided pipe is guided to prevent uncontrolled swinging and no damage will result to pipe or harm to workers . Slings shall_ bear uniformly against pipe. 4. Pipe and fittings shall not be stored on rocks or gravel, or other hard material that might damage pipe. This includes storage area and along pipe trench . PART 2 PRODUCTS 2.01 PIPE A . As specified in the individual Specification(s) following this section. 2 .02 JOINTS A. As specified in the individual Specification(s) following this section . 2 .03 FLANGES, FLANGE GASKETS, AND BOLTING MATERIALS \ • "J A. As specified in individual specifications following this section. 2 .04 CONCRETE FOR THRUST BLOCKS A. No concrete thrust blocks will be allowed. 2.05 PIPE LOCATING TAPE t 1· A . As specified in Section 31 23 23.15 , Trench Backfill. 2.06 PIPE BEDDING AND PIPE ZONE MATERIAL A. As specified in Section 3123 23 ·. l 5, Trench Backfill . 2.07 TRENCH STABILIZATION MATERIAL A . As specified in Section 31 23 23 .15, Trench Backfill. 360627 .A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL CONVEYANCE PIPING-GENERAL 330501-3 360627A.GNI PART 3 EXECUTION 3 .01 GENERAL A . Notify Engineer at least 2 weeks prior to field fabrication of pipe or fittings . B . Furnish feeler gauges of proper size , type, and shape for use during installation for each type of pipe furnished. C. Distributing Materials : Place materials along trench only as will be used each day , unless otherwise approved by Engineer . Placement of materials shall not be hazardous to traffic or to 'general public, obstruct access to adjacent property, or obstruct others working in area.· 3 .02 EXAMINATION A . Verify size, material, joint types, elevation, and horizontal location of existing pipeline to be connected to new pipeline or new equipment. B . Inspect size and location of structure penetrations to verify adequacy of wall pipes, slee~es , and other openings. C. Damaged Coatings and Linings : Repair using coating and lining materials in accordance with manufacturer's instructions . 3.03 PREPARATION OF TRENCH . ' A. Prepare trench as specified in City of Fort Worth, Part D , Special Conditions, D-24. B. Unless otherwise permitted by Engineer, maximum length of open trench shall not exceed 500 feet. 3 .04 INSTALLATION A. General: 1. Join pipe and fittings in accordance with manufacturer's instructions, unless otherwise shown or specified. 2 . Install individual pipe lengths in accordance with approved lay diagram. Misplaced pipe shall. be removed and replaced. 3 . Inspect pipe and fittings before installation, clean ends thoroughly, remove foreign matter and dirt from inside. CONVEYANCE PIPING-GENERAL 33 05 01 -4 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL 360627A.GN1 B. Buried Pressure Pipe: 360627.A4 1. Concrete Encased or Embedded Pipe: Do not encase joints in concrete, unless specifically shown on Drawings. 2. Placement: a. Keep trench dry until pipe laying and joining is completed . b. Exercise care when lowering pipe into trench to prevent twisting or damage to pipe . c. Measure for grade at pipe invert, not at top of pipe . d. Excavate trench bottom and sides of ample dimensions to permit proper joining, welding, visual inspection, and testing of entire joint. e. Prevent foreign material from entering pipe during placement. f. Close and block open end of last laid pipe section when placement operations are not in progress and at close of day 's work. g. In general, lay pipe upgrade with bell ends pointing in direction of laying . h. Deflect pipe at joints for pipelines laid on a curve u,sing unsymmetrical closure of spigot into bell. If joint deflection of standard pipe lengths will not accommodate horizontal or vertical curves in alignment, provide: 1) Shorter pipe lengths. 2) Special mitered joints. 3) Standard or special fabricated bends. i. Check gasket position with feeler gauge to assure proper seating. J. After joint ha·s been made, check pipe alignment and grade. k. Place sufficient pipe zone material to secure pipe from movement before next joint is installed. I. Prevent uplift and floating of pipe prior to backfilling. 3. Tolerances: a. Deflection From Horizontal Line: Maximum 1.5 inches in slip lining sections and 0.5 inch in open-cµt areas. b. Deflection From Vertical Line: Maximum 1.5 inches in slip lining sections and 0.5 inch in open-cut areas. c . Joint Deflection: ,Maximum of 7 5 percent of manufacturer's recommendation. d. Horizontal position of pipe centerline on alignment around curves maximum variation of 3 inches from position shown. 4. Cover Over Top of Pipe: Minimum 3 feet, unless otherwise shown. 5. Disposal of Excess Excavated Material: As specified in City of Fort Worth, Special Conditions, D-13. SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL CONVEYANCE PIPING-GENERAL 33 05 01 - 5 360627A .GN1 3 .05 THRUST RESTRAINT A. Location: At pipeline tees, plugs, caps, bends, and locations where unbalanced forces exist. B . Thrust Blocking: Use of thrust blocks will not be accepted. 3.06 PLACEMENT OF PIPE LOCATING TAPE A. Place pipe locating tape in accordance with Section 31 23 23 .15, Trench Backfill . 3.07 PIPE BEDDING AND ZONE MATERIAL A . Place pipe bedding and pipe zone material in accordance with Section 31 23 23 .15, Trench Backfill . 3.08 FIELD QUALITY CONTROL A. Pressure Leakage-Testing: As specified in the individual Specification(s) following this section. 3.09 CLEANING A. Following assem~ly and testing, and prior to final a~ceptance, flush pipelines with water at 2.5 fps minimum flushing velocity until foreign matter is removed. · B. If impractical to flush large diameter pipe at 2.5 fps , clean pipe by use of pipe pig as approved by Engineer. Multiple passes of pipe pig may be required to ad~quately clean line . C . Remove accumulated debris at the downstream manhole of the section being cleaned. · END OF SECTION CONVEYANCE PIPING-GENERAL 33 05 01 - 6 360627.A4 SEPTEMBER 27, 2007 ©COPYRIGHT 2006 CH2M HILL / PARTF BONDS CONTRACTOR COMPLIANCE WITH WORKERS' COMPENSATION LAW Pursuant to V.T.C .A Labor Code Section 406.096 (2000), as amended, Co ntractor certifies that it provides workers' compensation in s urance coverage for all its employees employed on city of Fort Worth Department of Engi neering No. 5736 and City of Fort Worth Project Number P274-705170083483 STATE OF TEXAS § COUNTY OF TARRANT § Oscar Renda Contracting, Inc. CONTRACTOR By: -Ji(()(/ Vice President Title Jan. 30, 2008 Date BEFORE ME, the undersigned authority, on this day personally appeared Frank Renda , known to me be th e person whose nam e is subscribed to th e foregoing instrument, and acknowledged to me th at he executet:l the same as the act and deed of Oscar Renda Contracting, Inc. the purpose and consideration therein exp res se d and in the capacity therein stated. JANIE RODRIGUEZ Notary Public : State of Texas My Comm,ss,on Expires March 14, 2010 City of Fort Worth M-244B Emergency Sanitary Sewer Rehabilitation VENDOR COMPLIANCE TO STATE LAW The 1985 Session of the Texas Legislature passed House Bill 620 relative to the award of contracts to non-resident bidders. This law provides that, in order to be awarded a contract as a low bidder, non-resident bidders 9out-of-state contractors whose corporate offices or principal place of business are outside the state of Texas) bid projects for construction, improvements, suppliers or services in Texas at an amount lower than the lowest Texas resident bidder by the same amount that that Texas resident bidder would be required to underbid a non-resident bidder in order to obtain a comparable contract in the state in which the non-resident's principal place of business is located. The appropriate blanks in Section A must be filled out by all out-of-state or non resident bidders in order for your bid to meet specifications. The failure of out-of-state or non- resident contractors to do so will automatically disqualify that bidder. Resident bidders must check the box in Section B. A. Non-resident vendors in (give state), our principal place of business, are required to be ----------- percent lower than resident bidders by state law. A copy of the statute is attached. Non-resident vendors in (give state), our principal place of business are not required to underbid resident bidders. B. Our principal place of business or coporate offices are in the State of Texas. D Bidder: Company By (please print) Address Signature City/State/Zip Title (please print) TIDS FORM MUST BE RETURNED WITH YOUR QUOTATION VENDOR COMPLIANCE TO STATE LAW 9/21/2007 PART G -CONTRACT THE STATE OF TEXAS § COUNTY OFT ARRANT § THIS CONTRACT, made and entered into the 22nd day of January, 2008 and between the City of Fort Worth , a home-rule municipal corporation located in Tarrant County, Texas, acting through its City Manager thereunto duly authorized so to do , Party of the First Part, hereinafter termed "OWNER", and Oscar Renda Contracting, Inc.the City of Roanoke County of TARRANT and State of TEXAS, Party of the Second Part, hereinafter termed "CONTRACTOR". WITNESSETH: That for and in consideration of the payments and agreements hereinafter mentioned , to be made and performed by the Party of the First Part (Owner), said Party of the Second Part (Contractor) hereby agrees with the said party of the First Part (Owner) to commence and complete certain improvements described as follows : M-244B Emergency Sanitary Sewer Rehabilitation (City Project No. 00834) And all extra work connected therewith, under the terms as stated in the Contract Documents, and at his (their) own proper cost and expense to furnish all the materials , supplies, machinery, equipment, tools , superintendent, labor, bonds, insurance, and other accessories and services necessary to complete the said construction, in accordance with all the requirements of the Contract Documents, which include all map s, plats , blueprints and other drawings and printed or written exp lanatory matter thereof, and the specifications thereof, as prepared by the Engineers employed by the Owner, each of which has been identified by the endorsement of the Contractor and the Engineers thereon, together with the Contractor's Written Proposal and the other parts of the Contract Documents hereto attached, including the Fort Worth Water Department General Contractor Documents and General Specifications, all of which are made a part hereof and collectively and constitute the entire contract. The Contractor hereby agrees to commence work within ten (10) days after the date written notic e to do so shall have been given to him , and to substantially complete sa me within the time stated in the proposal. The Owner agrees to pay the contractor in current funds for the performance of the contract in accordance with the Proposal submitted therefore, subject to additions and deductions, as provided in the Contract Documents and all approved modifications thereof, and to make payment on account thereof as provided therein. IN WITNESS WHEREOF, the Parties to these presents have executed this Contrac t in 11._counterparts in the year and day first above written. City of Fort Worth, Texas (Owner) Party of the First part BY: Fernando Costa, Acting Asst. Ci ty Manager Oscar Renda Contracting, Inc. 522 Benson Lane Roanoke, TX 76262 Contractor Title: Vice President APPROVED: A. Douglas Rademaker, P.E. Director Department of Engineering ATTEST: ill~ City Secretary ~ d>d> Q S- Co ntracC Authorizat i on (Seal) J-»-DJ Date WITNESSES: ~/ Bond No. 105047145 PERFORMANCE BOND THE STATE OF TEXAS § KNOW ALL BY THESE PRESENTS : COUNTY OFT ARRANT § That we (1) Oscar Renda Contracting, Inc. as Principal herein, and (2) ___ (_2_) ______ ~ a corporation organized under the laws of the State of (3)__1lL, and who is authorized to issue surety bonds in the State of Texas , Surety herein , are held and firmly bound unto the City of Fort Worth, a municipal corporation located in Tarrant and Denton Counties, Texas , Obligee herein, in the sum of: Two Million One Hundred Forty-six Thousand Fifty-seven and 50/100 ............................................................. .. Dollars ($2,146,057.50) for the payment of which sum we bind ourselves , our heirs , executors , administrators , s uccessors and assigns , jointl y and severaUy , firml y by these present. WHEREAS , Principal has entered into a certain written contract with the Obligee dated the 22nd of January, 2008 a copy of which is hereto attached and made a part hereof for aU purposes , for the construction of: M-244B Emergency Sanitary Sewer Rehabilitation (City Project No. 00834) NOW THEREFORE , the condition of this obligation is such , if the said Principal shall faithfull y perform the work in accordance with the plans , sp ecifications , and contract documents and shall fully indemnify and hold harmles s the Obli gee from all costs and damages which Obligee may suffer by reason of Principal 's default, and reimburse and repay Obli gee for all outlay and expense that Obligee may incur in making good such default , then thi s obli gation shall be void ; otherwi se, to remain in full force and effect. PROVIDED , HOWEVER, that this bond is executed pursuant to Chapter 2253 of the Texas Government Code , as amended , and all liabilities on this bond shall be determined in accordance with the provisions of such statute , to the same extent as if it were copied at length herein . IN WITNESS WHEREOF, the duly authorized representative s of the Principal and the Surety have executed this instrument. SIGNED AND SEALED this 22nd day of January, 2008. (2) Travelers Casualty And Surety Company Of America (3) Connecticut (SEAL) NOTE: Oscar Renda Contracting, Inc. 522 Benson Lane Roanoke,TX 76262 Travelers Casualty And Surety Company Of America Name : Lorrie Scott ----------(Attorney-in-fact) Address: 2900 Marquita Dr. Fort Worth, TX 76116 Telephone Number: ( 817) 737-4943 (1) Correct name of Principal (Contractor). (2) Correct name of Surety. (3) State of incorporation of Surety -- ,,. Telephone number of surety must be stated. In addition, an original copy of Power of Attorney shall be attached to Bond by the Attorney-in-Fact. The date of the bond shall not be prior to date of Contract. Bond No. 105047145 PAYMENT BOND THE ST ATE OF TEXAS § § KNOW ALL BY THESE PRESENTS: COUNTY OFT ARRANT § That we (1) Oscar Renda Contracting, Inc.as Principal herein , and (2) ( 2) a corporation organized and existing under the laws of the State of (3) ( 3) , as surety, are held and firmly bound unto the City of Fort Worth, a municipal corporation located in Tarrant and Denton Counties , Texas, Obligee herein , in the amount of Two Million One Hundred Forty-six Thousand Fifty-seven and 50/100 ..................................... Dollars ($2,146,057.50) for the payment whereof, the said Principal and Surety bind themselves and their heirs , executors , administrators , successors and assigns, jointly and severally, firmly by these presents : WHEREAS, the Principal has entered into a certain written contract with the Obligee dated the 22nd day of January A.D . , 2008, which contract is hereby referred to and made a part hereof as if fully and to the same extent as if copied at length, for the following project: M-244B Emergency Sanitary Sewer Rehabilitation (City Project No. 00834) NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully make payme nt to each and every claimant (as defined in Chapter 2253 , Texas Government Code, as amended) supplying labor or materials in the prosecution of the work under the contract, then this obligation shall be void; otherwise , to rem ai n in full force and effect. PROVIDED , HOWEVER, that this bond is executed pursuant to Chapter 2253 of the Texas Government Code , as amended, and all liabilities on this bond shall be determined in accordance with the provisions of said statute, to the same extent as if it were copied at length herein. IN WITNESS WHEREOF , the duly authorized representatives of the Principal and the Surety have executed this instrument. SIGNED AND SEALED this 22nd day of January , 2008. (2) Travelers Casualty And Surety Company Of America (3) Connecticut (SEAL) (SEAL) Witness as NOTE: 1. Correct name of Principal (Contractor). 2 . Correct name of Surety . 3. State of incorporation of Surety. Oscar Renda Contracting, Inc. ~~CIPAL ::2r't::2c Name : fga_r1 /C:. {(end t>v / Title: \J( Cf f rt5/qen:t --.~~--~~~~------ 522 Benson Lane Roanoke, TX 76262 Travelers Casualty And Surety Company ~~:i~ 2b-f=-: .. ~ Name : Lorrie Scott Attorney in Fact Address : 2900 Marquita Dr. Fort Worth, TX 76116 Telephone Number: ( 817) 737-4943 Telephone number of surety must be stated. In addition , an original copy of Power of Attorney shall be attached to Bond by the Attorney-in-Fact. The date of bond shall not be prior to date of Contract. Bond No. 105047145 MAINTENANCE BOND THE ST ATE OF TEXAS § COUNTY OFT ARRANT § KNOW ALL MEN BY THESE PRESENTS : That Oscar Renda Contracting, Inc.(Contractor), as principal , and ( 2) , a corporation organized under the laws of the State of ( 3) , (Surety), do hereby acknowledge themselves to be held and bound to pay unto the City of Fort Worth, a Municipal Corporation chartered by virtue of Constitution and laws of the State of Texas , ("City") in Tarrant County, Texas the sum of Two Million One Hundred Forty-six Thousand Fifty-seven and 50/100 ..................................... Dollars ($2,146,057.50) lawful money of the United States, for payment of which sum well and truly be made unto said City and its successors, said Contractor and Surety do hereby bind themselve s, their heirs, executors , administrators , assigns and successors , jointly and severally. This obligation is conditioned , however; that, WHEREAS , said Contractor has entered into a written Contract with the City of Fort Worth , dated the 22°d day of January 2008 copy of which is hereto attached and made a part hereof, the performance of the following described public improvements : M-244B Emergency Sanitary Sewer Rehabilitation (City Project No. 00834) the same being referred to herein and in said contract as the Work and being designated as project P274- 705170083483and said contract, including all of the specifications, conditions, addenda, change orders and written instruments referred to therein as Contract Documents being incorporated herein and made a part hereof, and , WHEREAS , in said Contract , Contractor bind s itself to use such materials and to so construct the work that it will remain in good repair and condition for and during a period of after the date of Two (2) Years after the date of the final acceptance of the work by the City ; and WHEREAS , said Contractor binds itself to maintain said work in good repair and condition for said term of Two (2) Years ; and , WHEREAS, said Contractor bind s itself to repair or reconstruct the work in whole or in part at any time within said period , if in the opinion of the Director of the Water Department of the City of Fort Worth , it be necessary ; and, WHEREAS , said Contractor binds itself, upon receiving notice of the need therefore to repair or reconstruct said work as herein provided . NOW THEREFORE, if said Contractor shall keep and perform its said agreement to maintain , repair or reconstruct said work in accordance with all the terms and conditions of said Contract, these_presents shall be null and void , and have no force or effect. Otherwise this Bond shall be and remain in full force and effect, and the City shall have and recover from the Contractor and Surety damages in the premises prescribed by said Contract. This obligation sh all be continuing one and successive recoveries may be had hereon for successive breaches until the full amount hereof is exhausted . IN WITNESS WHEREOF, this instrument is executed in !1_counterparts, each one of which shall be deemed an original , thi s 22nd day of January, A.D. 2008. (2) Travelers Casualty And Surety Company Of America (3) Connecticut ATTEST: (S EAL) ATTEST: (SEAL) Oscar Renda Contracting, Inc. Contractor By: _____._2 --'-~----'--Y)-=-(_--,------"-,.- Name : -~~---""''-'-'-nlt-___..,R..""'"@."'-'W',-"---"-D.-'-!A-'~--- Titl e: -._\lµI ''--" C,C,=e-e-___J_ ff',_'l't----'-=s"--1-=:!cl,_,-t':__,'1'...!._-fJ__ __ 7 ___,,, Travelers Casualty And Surety Company Of America Surety BY: k(~~-'-':\ ~ _,....,. ----/~·; Lorrie Scott _ .--"" j Name : .. · ,. ::: Title: ................... Attorney-In-Fact · -,,, 2900 Marquita Dr. Fort Worth, TX 76116 Address -TRAVELERS WARNING : THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER POWER OF ATTORNEY Attorney-In Fact No. Farmington Casualty Company Fidelity and Guaranty Insurance Com pany Fidelity and Guaranty Insurance Unde rwriters, Inc. Seaboard Surety Company St. Paul Fire and Marine Insurance Company 2 14420 St. Paul Guardian Insurance Company St. Paul Mercury Insurance Company Travelers Casualty an d Surety Company Travelers Casualty and Surety Co mpany of America United States Fidelity and Guaranty Company Certificate NoO Q 16 9 6 6 2 9 KNOW ALL MEN BY THESE PRESENTS : Th at Seaboard Surety Company is a corporati on du ly organized under the laws of th e State of New York, that St. Pa ul Fire and Marine In s urance Company, St. Paul Guardian In surance Comp a ny and St. Paul Mercu ry In surance Company are corporations dul y o rgani zed under the laws of th e State of Minn esota , th at Farmin gto n Casualty Company, Trave le rs Cas ua lt y and Surety Company, and Trave lers Casualty and Surety Company of America are corporation s dul y organized under the law s of th e State of Connecticut, th at U nited States Fidelity and Guaranty Company is a corporation duly organ ize d under th e laws of th e Sta te of Maryland , th at Fidelity and G uaranty In surance Company is a corporati on dul y organized under the law s of the State of Iowa , and that Fidelity and Guaranty In surance Underwriters , In c. is a corporati o n duly organized under th e laws of the State of Wisconsin (herein coll ective ly ca ll ed the "Companies''), an d th at the Companies do hereb y ma ke , consti tute and appo int Steven B. Siddons , Shirong Chen , Holly A. Gravenor, and Lorrie Scott of the City of Fort Worth , State of Texas , their true and lawful Attomey(s)-in-Fact, eac h in their se parate ca pac it y if more than one is named above, to s ig n, exec ute, sea l and acknow ledge any and a ll bo nd s, recogni za nces, co nd iti onal und ertakings an d other writings obligatory in the nature th ereo f on behalf o f the Companies in their bu s in ess of g uaranteein g th e fidelity of perso ns, g uaranteeing the performance of contracts an d ~xec uting or guar~n teeing bond s and undertakings required or permitted in any actions or proceed in gs a ll owed by law. ,,,. : ~-. IN WITN!;Se WHEREOl,', the Comp;iu.ii:s.h ave ca use d thi s in strument to be signed and their corporate seals to be hereto affixed, thi s -~u~e . LUU/ ~~~~~~~~~~- 15th day of ,~---------- Sta te of Connectic ut City of Hartfo rd ss . Farmington Casualty Company Fidelity and Guaranty Insurance Company Fidelity and Guaranty Insurance Underwriters, Inc. Seaboard Surety Company St. Paul Fire and Marine Insurance Company C ~ By: St. Paul Guardian In surance Company St. Paul Mercury In surance Company Travele rs Casualty and Surety Company Travelers Casualty and Surety Company of America United States Fidelity and Guaranty Company 15th June 2007 On this th e day of , before me perso nall y a ppeared George W. Thompson, who acknow ledged him self to be the Senior Vi ce Pre sid e nt of Farmington Casualty Comp any, Fidelity and Guaranty Insurance Company, F idelity and Guaranty In surance Underwri ters, In c ., Sea board Surety Company, St. Paul Fire and Marine In suran ce Company, St. Paul Guardian In sur ance Company, St. Paul Mercury In surance Company, Travelers Cas ualty and Surety Company, Travelers Casualty and Surety Company of America, and United States Fi de lity and Guaranty Company , and that he, as s uch, being a uth orized so to do, exec uted the fo rego in g instrument for the purposes therein contained by signing on behalf of the corporations by him se lf as a dul y a uthori zed officer. In Witness Whereof, I hereu nto set my hand a nd offic ial seal. My Commi ss ion expires th e 30th day of Jun e, 20 11. 58440-8-06 Printed in U.S.A. '-Marie C. Tetreault, Notary Public WARNING : THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER WARNING : THIS POWER OF ATIORNEY IS INVALID WITHOUT THE RED BORDER This Power of Attorney is granted under and by the authority of the following resolutions adopted by the Boards of Directors of Farmington Casualty Company, Fidelity and Guaranty Insurance Company, Fidelity and Guaranty In surance Underwriters, Inc., Seaboard Surety Company, St. Paul Fire and Marine In suranc e Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insuran ce Company, Travelers Casualty and Su rety Company, Travelers Cas ualty and Surety Company of America, and United States Fidelity and Guaranty Company, which resolutions are now in full fo rce and effect, reading as fo ll ows: RESOLVED , that the Chairman , the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any Second Vice President, the Treasu rer, any Assistant Treas urer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -in-Fact and Agents to act for and on be half of the Company and may give such appointee such authority as hi s or he r certific ate of a uth ority may prescribe to sign with the Company 's name and seal with the Company's seal bonds , recog nizances, contracts of indemnity, and other writings obligatory in the nature of a bond , recognizance, or co nditi o nal undertaking, and any of said officers or the Board of Directors at any tim e ma y remove any such appoi ntee and revoke the power given h im or her; and it is FURTHER RESOLVED , that the Cha irman, the Presi de nt , any Vice Chairman , any Executi ve Vice President, any Senior Vice Pres id ent or any Vi ce Presiden t may delegate all or any part of the fo regoing a uth ority to one or more office rs o r e mplo yees of th is Company, provided that each suc h delegation is in writin g and a copy thereof is fil ed in th e office of the Secretary; and it is FURTHER RESOLVED , that any bond , reco gni zance , contract of ind emnity, or writin g o bli gatory in the nature of a bond , recog ni zance, or conditional un dertaking shall be valid and binding upon the Company when (a) signed by the Pres id en t, any Vice Chairman, any Executive Vice President , any Se ni or Vice President or any Vice President, any Second Vice President, the Treasurer, any Assis tant Treasurer, the Corporate Secretary or any Assis tant Secretary and duly attested and sealed with the Company 's seal by a Sec retary or Assistant Sec retary; or (b) dul y executed (und er seal , if required) by o ne or more Attorneys-in-Fact and Agents pursuant to the power presc ribed in his or her certificate or th e ir certificate s of a uthority or by one or more Company officers pursuant to a written de legati o n of authority ; and it is FURTHER RESOLVED , th at the signature of each of th e following officers : Presid ent , any Executi ve Vice President , any Senior Vice President , any Vice President, any Assista nt Vi ce Pre si dent, any Secre tary, any Assistant Secretary, and the seal of th e Company ma y be affixed by fac simile to any power of attorney or to any certificate re lating th ereto appointing Re sident Vice Presidents, Re sident Assistant Secretaries o r Attorneys-in-Fact for purposes onl y of exec utin g and attesti ng bonds and undertaki ngs and other writings obligatory in the nature thereof, and any such power of attorney or certificate bearing such facs imil e signat ur e or facs imile seal sha ll be valid and binding upon the Company and any such power so executed an d certifi ed by such facs imil e signature and facsimile seal shall be va lid and bind in g o n the Company in the future with respect to a ny bond or understanding to which it is attac hed. I, Kori M . Johan so n , the undersigned, Assistant Secretary, of Farmingto n Casualty Co mp any, Fidelity and Guara nty In surance Company, Fidelity and Gu aranty In surance Underwriters, Inc ., Seaboard Surety Company, St. Paul Fire and Marine In sura nce Company, St. Paul Guardian Insurance Company, St. Paul Merc ury Insurance Company, Travelers Casualty and Surety Company, Travelers Casualty and Surety Comp any of America, and Un ited States Fi delity and Guaranty Company_do hereby certify that th e above a nd foregoing is a true and correct copy of th e Power of Attorney executed by sai d Companie s, whic h is in full force and effec-t and1i a&.n ot been revoked . ~ --;_ ... ":"'--";' ... «I _, :: IN TESTIMONY WHEREOF , I have hereunto set my hand and affixed the seals of said Compan ies th is ~ day of ~.....,~~~r----:--=·~::-;=_o t8 0 ~ Kori M. Johans __ .... r .:/ .. - -·-...... , ..... To verify th e authenticity of this Power of Attorney, call 1-800-421-3880 or contact us at www.stp aultrave lers bond .co m. Pl ease refer to the Attorney-In-Fac t number, the above-named individuals and the details of the bond to which the power is attached . WARNING: TH IS POWER OF ATIORNEY IS INVALID WITHOUT THE RED BORDER .t IMPORTANT DISCLOSURE NOTICE OF TERRORISM INSURANCE COVERAGE On November 26, 2002, President Bush signed into law the Terrorism Risk Insurance Act of 2002 (the "Act'1). The Act establishes a short-term program under which the Federal Government will share in the payment of covered losses caused by certain acts of international terrorism . We are providing you with this notice to inform you of the key features of the Act, and to let you know what effect, if any , the Act will have on your premium. Under the Act , insurers are required to provide coverage for certain losse? caused by international acts of terrorism as defined in the Act. The Act further provides that . the Federal Government will pay a share of such losses . Specifically, the Federal Government will pay 90% of the amount of covered losses caused by certain acts of terrorism which is in excess of Travelers' statutorily established deductible for that year . The Act also caps the amount of terrorism-related losses for which the Federal Government or an insurer can be responsible at $100 ,000,000 ,000.00, provided that the insurer has met its deductible. Please note that passage of the Act does not result in any change in coverage under the attached policy or bond ( or the policy or bond being quoted). Please also note that no separate additional premium charge has been made for the terrorism coverage requi red by the Act . The premium charge that is allocable to such coverage is inseparable from and imbedded in your overall prem i um , and is no more than one percent of your premium. ;,'}~~::'.) ·:~-~~,,-;~::~~~~ ;t~;;;~~o~~:;n~~\~f ;o:~~~:,;~:,-~~~ ~;i ·,= ;;\~::~:~.? /~:;:~ OL"~ .<;::::-t;c~~:::-tt.:.10._IU: J,~ s ~ '2:'.)J!.O~ S~lf..l "UJ.\{C;S: -48 .. (}C;,.\ Ol.. 2:)Il_Ot''L s .r;-~.L :--~:--··c-·J .. L.-7'· : ,,..,.-.7 ~ '--: '·. ;_, :1B S1Ll~BfdillC'.J JC s1~S~ :~;;5?Jg_.\c~~ \'.;:ii..!?dtuo·.~ iIC~ Il0'.}\{U'.:()JLl1 :Jq1 t..:~21qc O! d:)U2JnSUIJO lU~Wir?dBQ S"3:-<-~j_ 2U~ ~:)-si·~:1('-~ .<su..I :"'·0_\ ZO I 6 [ \\j (t ~L;d 1~p12 p4Q 006Z ;:;rns !..sg .. ~01.. 1~~/t\. ::~ !U!"2\dWO:) -S: ~J"\"S't..w 0110 UO~'BWJOJU~ JO_; ,.'\u2du.roJ /:f?:!S?.:J L:C}Z\..1:~L ;:;-~ ..:c: .. ·:>~[7 .,u::ciwOJ '.'.)~UBJ0SU} ;.J~.:i ?J""2f)U'21S \\u-;;dwOJ .<:ru!_Ll~PUI gJ;;f9 :\B..:'.j_ '/::~d::_uo:;, .\l~.!GS ~t :\1 1z~s~:.; 51~[:; .. ·\?lJ. 'E:)l_!~tl_;~.' }O /:u-;dw .OJ .,\)91f\S' 7Z /1f2T:SEJ f.~f·;.-'\8 J.l_ l~??.UC--:: <r t~.; i"'C ,l .. PARTH CITY OF FORT WORTH STANDARD FIGURES AND DETAILS I . I ; ("---' ,-PMS 167 (Copper) r--PMS 288 (8,0 rr-PMS 288 (Blue) \ I I\ \ ,' 8' -0 11 ,' \ --'·r----------:-'------'----../'--l,------------4 \ I I \ \ I I \ 3 II \ . 3' '.;, I .5 11 / 3 11 ,' \ 4' -1 .5 11 3 II __ --1 \, / Fi-,,.-.-,, I _,,___. \ ----------~1-- 2.25 11 I \ , . , · · \ · -..--3-.7-5'_._' - ~--Fc)RTWORTH Youf\ Water -,-. .-AL= -~~-~----~---2.25" - 0 N ;1 C: II '·t.0 I I ' I 09/18/96 I I I Funds ln Action_ 0 I I I '.. White I I I \ __ PMS 288 (Blue) PROJECT SIGN Figure 30 3.75" 0 4.5 11 Scc1le 1" = 1' E2-1 Construction r. 0 I PAMREX 32 INCH MANHOLE COVER AND FRAME LIJL~ ep\ ~n I I ¢0 ¢A Manhole cover and frame shall be called PAMREX or approved equal. Cover and frame shall be manufactured from Ductile Iron. Covers shall be dually hinged and incorporate a 90 degree blocking system to prevent accidental closure . Covers shall be one man operable using standard tools and shall be capable of withstanding a test load of 80,000 lbs . Frames shall be circular, i ncorporate a seating ring and a fitted plug in each hinge housing, and be available in a 32 inch clear opening. The frame depth shall not exceed 5 inches, and the flange shall incorporate bedding s lots, bolt holes, and lifting eyes. All components shall be black coated. Frame weight: 107 lbs. Cover weight : 162 lbs. Total weight: 269 lbs. PAM REX is available from Jim Cox Sales, Inc . (800) 838-7377 . DIMENSIONS (INCHES) WEIGHT (lbs) A 0 H COVER AND COVER REFERENCE FRAME ONLY 42 32 5 269 162 RE 80 R8 FD I ' r r ~- t ·Scope SlREET l#ltltT Under this item , the contractor shall supply and install to monufocturer' s recommenda- tions a "Roinstopper" manhole insert as shown on contract ond specified hereafter. 2. Materials and Design Oenera1 2.1 The Roinstopper insert and components shall be monufactured of materials resis- tant to corrosion from atmospheres containing hydrogen sulfide ond dilute sulfuric acid. The Inacrt 2.2 The insert body shall be manufactured of 304 Stainless Steel with a thickness of not less than 18 gouge. The insert shall hove a straight side design to allow a loose fit into ring for easy removol . The insert manufacturer must furnish a "Load Test Verification" showing a load test fail- ure in excess of 3000 lbs. 'lbc Gasbt 2.3 The gasket shall be mode of close cell neoprene, and shall hove a pressure sensitive adhesive on one side. The gasket shall be installed by the manu- facturer and must be compatible with the insert material to form a long lasting bond in wet or dry conditions. Relief Valve 2. 4 The gas relief wive shall be designed to release at a pressure of .5 to 1.5 psi and hove water leak down rote no greater than 5 gallons per 24 hours. The wive shall be installed in the insert by meons of a hole topped in the insert by the manufacturer. The valve shall be mode of Nitrile for prevention of corrosion from contact with hydrogen sulfide, dMe sulfuric acid and other gases associated with waste-water collection systems. TETHERLOK CR VENT VAJ...VE COVER @ss RIVET @ ANCHOR TElHER TO RING GROUND LEVEL .... .. . . .. . . . SPECIFICATIONS The Handle 2.5 The dish shall have a handle of 3/16" plastic coated stainless steel coble installed on the body of the dish . The hancle shall be attached with a #6 high grade stainless steel rlvel The coble shall be braided in a monner which resists cutting with com- mon bolt cutters. The coble terminal and eye end shall be mode of stainless steel. The Tether 2.6 Each dish shall hove a factory installed five foot long 3/16" stainless steel cable retaining tether attached to the bot-tom of the dish using a high grade stainless steel rivel The cable shall be braided in a man- ner which resists cutting with common bolt cutters. The cable termi'lals and eye ends shall be mode of stainless steel. 3. Installation The manhole frame rim shall be free of all dirt and debris prior to the installation of the "Roinstopper" inserl The "Roin- stopper" insert should be fully seated around the manhole frame rim to insure against water seepage between the insert and manhole frame rim . Tether to be attached to ring with anchor. Required Order Dimensions: ~ :=:2_j_ r_ A I BJ r--i 10 -Inside frame Diameter (Clear Opening) I I 00 -Outside frame Diameter (Seal Diameter) • 00 • A -Drop Ring Diameter B -Drop Ring Depth (from Underside Cover) /fi. ,. .,1\ Note: Some lids have no drop ring and are essentially flat underneath. ._______ A COMPRESSIBLE RUBBER GASKET 1" TO 2" RUBBER SEAL CUT TO FIT CUT 1" TO 2" STYROFOAM TO FIT CONCENTRIC TO PIPE.----< RUBBER SEAL REPLACEMENT PRECAST ----r MANHOLE WALL A-LOK DETAIL A-LOK AFTBR INSTALLATION NO SCALE CUT TO FIT Q SECTION A -A COMPRESSIBLE RUBBER GASKET NOTE: 1" TO 2" STYROFOAM CUT TO FIT CONCENTRIC TO ·PIPE TO KEEP DIRT OUT. 1" TO 2" -;----, r---:-1" TO 2" RUBBER SEAL CUT 1" TO 2" STYROFOAM TO FIT CONCENTRIC TO PIPE.---1 RUBBER SEAL ~:--~:···:·' .. '·:··_:.:-·. REPLACEMENT PRECAST ·.,.,:."-:::·,··'\:··.-"_;,,- MANHOLE WALL ·):":.-:///\--;'.;/-;";· Z-LOK DETAIL Z-LOK. AFTBR. INSTALLATION NO SCALB CUT TO FIT NOTE: 1" TO 2" STYROFOAM CUT TO FIT CONCENTRIC TO PIPE TO KEEP DIRT OUT. UO!l,nJ)SUO~ ~l·Z3 l'!J~l~ trl·13 # •••• ..... .. , ... I> ,•.o o . : Q,>::· J~>d' p "'')"""~~ ;'"/Al .n.,.,,,,, ~ )I~ 1~,d' ()) l'""','n> . •; ,;,.1~ ',} "'""' "J/J.'""' ,,..,,,,~ (~t1y.1 ;,,~,.,,d) , .. .77fJ#tY~h' dd'~t?IYP~S- . 'W 31/17!)/.:I ·- ---->!· ~·~· ;.,1-0 ')"" 6. ~ • "'11/).} f.) , ) ~ V""d'f# p' ':-J'v"-'_ I~ 1 ,~c1 s,~~-~ w~ "$1· ~o •;~., """) -?'YJ.1/ ~~;,· ----· '( /Ct:~~ /3,10,/rl~./O >t~N-~'~) J!JT:f OJ; /ll/0( Jf/$OU/f1/1q ;)aW./~/i-'d S"'O.I z Wl1W.'IJ.'W ( - ( . ..-. ·, ) -----~ Cl. 0 ~ .c ..., C 3 01 I-C Q) u C :, Q) "O Cl. Q) ·O c::: IV I-.... 0 0 .c C ..., ro C :l: , - 0 ro I ..., ;.. V') C""\ --X --Co 0 I I -r-N NOTE: 1-1-78 1. 2. C :l: - co I N ------,J I .,1 I This structure to be used only where pipe size is 39 11 or larger 2'x3' opening in pipe to be fabricated at pipe plant and not in field, except when . construction is on existing system 2500 Poond Con~rete Encasemen t PLAN VIEW OF TYPE 11 A11 ACCESS MANHOLE FIGURE IOI E 1-14 Material (See Fiq. 102) E 2-14 Construction Standard Fra~e & Lid Concrete c::::=:>4-~~.£.-,,1~.--C. I. Manhole Steps -See Standard 4 1 Diameter H.H. ,ngs. 103 I c::::::J 41_ II 2 1 -0 11 I . _; :_ : .... ~ ··: ... .. : · .... • . I) : ---- 0: ·. : .. -~ NOTE: This structure to be used only where pipe size is 39" or larger STANDARD TYPE ''A'' MANHOLE FIGUR .E 102 15 11 Center To Center Staggered ... d: The Construction Of The Manhole Above This Level Shall Be l.~entical To The Standard 4 1 Diameter M.H. Ba rs Plan of Type 11 A11 M. H. For The Installation Of Stee 1 Ba rs And Adcl.i ti ona 1 Information) ·· Pour Against UndiJstocbed Earth Or Wooden Forms Use 2500 Pound Concrete For Encasement ACCESS E l -l 4 Hater i 2 1 E 2-14 Construction j ' / ---... J..i. -x 36 • steel p!e1r1 - / " J1.rour MN'/A APDre;r. - \ Rill': E /•/., prc,,.t?",d I \ .by s-rr~~r ~,,,1,.,cfo,,,.. ( in~r;t(,d .by S';;t/t'.., .... y \ Sttw~r C'cArr,et'or . -+r----f:====~==3--;-t-=---- \ \ I "-/ '-....._ -/ 6,v,d~ R .-~.s--'"".r rc ,,t!,1 prcnd'~d /"or ,n,r.,;,/'/',p('.-i,n J!Jy S'l"r6eT t:"DnCr#('tcr . ( A~ "1&1( .l'AtM-n.) ~,P s'iret pin~ 16 -,,t!,e/o,/lf/ /;;,,.-"s-A rt'A? ~lero>r.-~ ,,Honc t'"i!A,e C""'1t"r.1t'e or A .$. 7.M. C·,;T78 p~.,s-1 ~,.;-,A,,.c1d A7,ll,-,/Jo(e se.c-r/cn$ or ,u;~(. Re.I:· -E-2 -/I/-----. 0 or <Z.f'"'-'"-cPnd S'(,;,fj'lrro' oTI ShDH"/1 . --~ 0 ,I -171;. /"or .,.tt/4/~r __ : :o ll V.,P (0 2/ • d,;;,. :A,. , f j ft -d'r~. /'or sew~r . ~,P4. V,P re 3~ • d(',;,. ,-;GV,f'£ /0.I $TANPARP ~4A//./O~ E ( Pr~c;sr' S'A"wA) 1-1-78 'A ·A,, * Yo?r t'e~ ..-ir'A (71;;,,,,.,~ler or P "P~ I "s -s ,, E 1 - 1 4 Ma t er i a 1 E2-14 Construction (~ .. ......_,,,, .. 0 ( ) ~ $t'r,qf ('0,1Prr1t:l""'r _,i'/ ,,'n,r'.;,((j 4 e-1. -e ·;... 8 x e.:r -./,0 ,.oree;,rt' · r~/n/'ore~d ('On('r,t'e 9rede hngs, ecn/or""/"'5' ro A.$. T.M., C',;178, or tt.(Jurt: .mvy Lnz / u.reo'. ,-,, t",~u 01' . .&1,:,ek, /: / eo1_, ru,.51 ;;,;?e,/ n?;,n~oltZ ;./:::. / 't'd, .,, * .:J·ii; /.:,.-.::-:/ l·.::._.=.o, ;··.·· 7 ;:.:· I ( I I rJ L) I * Prcni:r',tl t:>y t'A, "4'1t'tEr Ind 4';.,..,/r.,;,ry ~t!Ner t:'t:Ylf"r.,;,e/',:,,• TO ,P 61re Cf'~r19n.;,r~o' ~; rh,-Pv~t,'c-IYOrK~ '".,,,/rvel't"o.n E "'.9' ;,1,u·. · ~ N;.,.,A.:,(e /"r;"'"e .;,;,d ·eff -d,~. COYtZr, fZf/w?( "tc Ale~n (~y /,,,,, H/or K.,, #c.A et?AN,w/rA r7,"t-,I s/dr..f' or p,e;f Ao/e.,-, R~r.-c e ·/<fl \ \'-. . \:_.., .) "--rc.,P ol" ecnt:rf'CtZ C'One \'. :·j;\~} .,-~ e tt :on / 5 # ~ tZ ( o ;y .I',;,, sh \.~. ·\ • .L. ·,·/~~-·::.:-. .ror, et~ y.;,,ron. •.-,: · .. o·:, \ ..... ~ .... ) \ . '\ \ \ \ \ L, ) I 1...j ,./ul/RE /()" S TAA/£'4RP M4A//~OLE (Prac;~f SA,nv,r) 1-1-78 E 1 -14 Hat er i a 1 E2-14 Construction Where H.H.1 s are In street install two or more courses of brick .or concrete grade rings r "'i •?tween casting and top of brick \._ •. (one, or concrete slab. Where H.H.'s are built in streets to be paved, H.H. rim to be set to proposed paving grade Use standard McKinley, No. A24 AM. or Equal H. H. Frame ~y---iiiii:~~~i(;~=:;~=.::i:J:::::~~~~~~Jiii~j'ijj--'a.od Cover Use Cast Iron Pipe to First Joint Behind Limit of Excavation Limit of Excavation l!.:_I ~ ~( ..c ...., C. 11.i Cl (1) ..0 Ill I.. IO > ...., (1) E Ill Cl (1) --:.0 ttJ I.. ttJ > - 0 I t""\ !!!! l~l !Il l , . ·. • . A . . . ,_. . . . . . . Thrust Block to Extend 611 In All Directions from Outside Diameter of Pipe _______ ...., ..... ....-r~~~-lnstal l H.H. Step Same as in Stanca- H.H. --..--f''"-7.£...!'-----I n s;t a l l Nut s ~ G) 41 _0 11i Required ~ov i de Stub Extension At ~~?1of P.E. in M.H. c=i Slope ] 11/] I Aw°:'y from M, H. \.la Ll on H.J • Fitting CO R-TEN Bo h s ,----Concrete -See Standard 4 ' Dia. H. H. Deta i 1 Figure 103 •------t-"C-....::,...+----~vertical to 3/4 TYPICAL SECTION Point of Pipe 4 1 d i a • f o r s ewe r pipe up to 21" dia. 5' dia. for sewer pipe 21 11 to 39'' ci i a. STANDARD FOUR FOOT DROP ACCESS MANHOLE __ FIGUR ·E 107 E 1.:14 Material 1-1-78 E 2-14 Construction NOTE: 1-1-78 A. Sta:ici2:-d Pipe Fittings shall be used to f or r , in v erts or Junct 10:, r.ar1ri0 ; ::.s 1·. p0ssible, with inst2lla,ion as tollo,.1s: I . Pipe fitting. 2; Pour manhole floor to spring 1 ine ot tittin~. 3. Break out top 01 fitting to spring I ine. 4. Pour remaindet of manhole invert to pro v ide v~rt ical invert wal 1 up ,~ 3/4 point o f the larger pipe involved1 as detailed. 5. Steel trowel i inish invert o f manhole. B. When special situations prohibit u.se ot standard pipe fittings as above ::iL:: l i:-;ec) the invert shal l be forr:ied of concrete and steel trm·1el finished to pr~.ice si~·ii:::- functional characteristics to those aftorded b y the above installation. lh v erts thus forr;;ed shall be acc::>npl ished to the Engineer 1 s sar.isfactiori. .. I Cl A ..,, -- -- Typical Plan A o f M.H. Bott or.; In Junction Manhc>ies . ~ ... . . : . " ..... • : p .• • . • • fl . . . f>: .. . ' . Concrete··::···1 .'.·,_.._-.·;~:.'·, .. • ••••• ·' •• ·,: .. = ·· ·.····· · . • ' •,. '?O • \ • ' • ' •, ~ • ,. . OJ • • I ~' • • ' • ;• • Slab •,·.·,.·• .... 1 .,.°'···· · . .:>., •.• Sect ion A-A JUNCTION MANHOLE BOTTOM FIGURE 108 Mate,i2l El-lY Const,0ction E2-llJ ,.,,._ .\ ), ·,.., "'. 1-1-78 TYPICAL SECT! ON ~·:o i mens io n 11 )( u Sewe ,.. Pi pe -1 2 " Crushed L j;mestone to Extend from 6 1 1 Below Pipe to Spring] ine (Excavate for Bel ls) 0 . · \ Cost of Granular i ,R., \), ,,;;;;-Embedmer.t and Crushed Limestone Bedding Included in Price Bid Per Foot of Sewer Pipe STANDARD EMBEDMENT FIGURE 109 El-2 Material E2-2 Cons t ructi on Cl) L 0 co Cl) .D It) L It) > Cl) C. a.. \... L . (lJ Cl) Cl) ...... --Cl) (lJ ...0 i:: i:: l':J re 15 L 0 0 It) > NOTE: l. 2. 1-1-78 .. Variable Diamete r Bore To Be Large Design Type Pipe To Be Pulled TY Pl CAL BORED SE CT I ON Longitud i nal View R.R. or obstacle of TYPICAL BO RE WITH PIPE INSTALLED Longitudinal View s irni 1 ar na .ture r.e:.::;u i r in; bored installati'.on o f sewer. z Carr i er Pipe TYPICAL END VI El./ Perimeter of Bore Pressure Grout Around Pipe:. G~out shall be proportioned as l cu :· Fe . of cerne n t ! 3. 5 Cu. Ft . of c 1 ea n fine sand with suff ;cient water added to provide a free flow i ng thick slurry Cornpre~sion type joints to be used if possible. If compress i on type joint is not available, MJ type_sball be used a~d · Joints bolted be i ore BORED CROSSING DETAILS pulling p i pe into place FIGURE 110 Hater i al E l -1 5 Construction E 2-15 . ' I APPENDIX A G 1EOTECHNICAL INVESTIGATIONS GEOTECHNICAL INVESTIGATION VILLAGE CREEK BASIN M-2448 SEWER LINE ACROSS LAKE ARLINGTON CITY OF FORT WORTH, TEXAS PROJECT NO. 0707-1108 Report to: WADE & ASSOCIATES, INC. {A CH2M-HILL, INC. COMPANY) FORT WORTH, TEXAS AUGUST 2007 -@------------------- FUGR O CON SU LTANTS, INC . --·- Report No. 0707-1108 August 1, 2007 W ad e & A ssociates , Inc. (a CH2M -Hill , Inc. compan y) 6701 Bren twood Sta ir Road Suite 100 Fort Worth, Texas 76112 Attention: Mr. Chris Brooks, P .E. Dear Mr. Brooks: GEOTECHNICAL INVESTIGATION VILLAGE CREEK BASIN M-2448 SEWER LINE ACROSS LAKE J.\RLINGTON CITY OF FORT WORTH, TEXAS -r-GRIB 2880 Vir go La ne Dallas , Te xas 75229 Tel: 972-484-830 1 Fax: 972-620-7328 Fugro Consultants , Inc. has completed the geotechnical investigation for the landward sections of the referenced project. This work was performed in accordance with our Agreement dated June 7, 20 07. Thi s report includes a description of the findings of our field and laboratory investigations and a n engineering analysis of the results. Also included are geotechnica l recommendations for design and construct ion purposes . We appreciate the opportunity to work with you on this project and look forward to being of assistance for future project phases. In the meantime, please feel free to contact us if you have any questions about information in this report or if we can be of further service. Very truly yours, FUGRO CONS LTANTS , INC. x.~ Mark G. Thomas, P .G. Senior Engineering Geologist f)-avdo! MGT/DP U kp Cop ies submitted : Wade & Associates , Inc.; Mr. Chris Brooks , P.E. (3) CH2M-Hill , Inc.; Mr. J . Felipe Pulido, E.I. (1) -·-@-------A member of the F~gro group of companies with offices througnout the wo rld . Report No . 0707-1108 CONTENTS INTRODUCTION .............................................................................................................. 1 Site and Project Description . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . 1 Purpose and Scope .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . 1 FIELD INVESTIGATION ................................................................................................... 2 LABORATORY TESTING ................................................................................................. 3 GENERAL SUBSURFACE CONDITIONS ........................................................................ 4 Geology................................................................................................................. 4 Strat igraphy........................................................................................................... 5 Groundwater Conditions ........................................................................................ 6 EVALUATIONS AND INTERPRETATIONS Design Considerations . . . . . ... . . . ....... .. . . . . . . . . ... .. . . .. . ... . . . . . . ... . . . . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . 7 Expansive Soils . . . . . . . . . .. . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Soil Corrosivity........................................................................................... 8 Drilled Pier Foundations............................................................................. 9 Lateral Loads to Drilled Pier Foundations ... . . .. . . . . . .. . . . . . . . . . . . . .. . . . . . . .. .. . . . . . . . . . . . . 9 Construction Considerations . . .. . . . . . .. . . . . . . . .. . . . . . . .. . . . . . . ... . . . . . . .. . . . . . . . . . . . .. .. . . . . . . . . . . . . .. . . . . . .. 10 Trafficability . . . . . . . .. . ... . . . .. ... . . .. . . . . .. . . . . . .. . . .. . . . . . . . . . . .. . .. .. .. . . . . . .. . . . . . . . . . . . . . . . . . . . . . . .. . . . 10 Excavations . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Dewatering . . . . . .. . .. . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Backfill Placement and Compaction ........................................................... 13 Trenchless Sections.................................................................................. 14 Construction Observations and Testing..................................................... 15 Pier Installation .......................................................................................... 15 LIMITATIONS .................................................................................................................. 16 REFERENCES................................................................................................................. 17 TABLES Table 1. Site Stratigraphy ................................................................................................ 6 Table 2. Groundwater Observations ................................................................................ 6 Table 3. Potential for Chemical Attack of Buried Steel Elements..................................... 8 Table 4. Recommended Values for Ks and Lateral Allowable Bearing Capacity.............. 10 -@ Report No . 0707 -11 08 ILLUSTRATIONS Site Vicinity Map .............................................................................................................. . Site and Boring Plan ........................................................................................................ . Geologic Map ................................................................................................................. . Design Illustration , Earth Pressures, Excavation Support System ................................... . Bo ri ng Logs ................................................................................................................. . Key to T erms and Symbols used on Boring Logs ............................................................ . Pa rt icle Size Distribution Test Report .............................................................................. .. Summary of Overburden Swell Test Results ................................................................... . Summary of Laboratory Soil Corrosivity Test Results ..................................................... .. APPENDIX Plate A B C D 1-4 5-6 7-8 9 10 Site and Boring Plan (close-up airphotos) ......................................................................... A-A-4 -@------------· Re port No . 0707-1108 GEOTECHNICAL INVESTIGATION VILLAGE CREEK BASIN M-2448 SEWER LINE ACROSS LAKE ARLINGTON CITY OF FORT WORTH, TEXAS INTRODUCTION The City of Fort Worth, Texas is planning to implement emergency repairs and remediation to approximately 4,200 linear feet of the existing 36-inch diameter M-2448 sewer line within the Village Creek Basin in Fort Worth, Texas . This segment is located in proximity to and across two water inlets at the northwest corner of Lake Arlington. The project location is shown in the Site Vicinity Map, included as Plate A with the report "Illustrations" following the report tex t. Site and Project Description The envisioned repair section extends southwest from about 500 feet southwest of the northwest end of the Lake Arlington Dam (approximate Station 89+00), across the water inlets to about station 117+50, and then turns west to about station 131 +00. This report addresses findings for cut-and-cover land sections near the termination points of the water crossings . We assume that the excavated materials will be used for the trench backfill. The exact method(s) of remediation are uncertain at this time. Portions of the repair segment may be accomplished by sleeving the existing pipe, while other portions will likely be replaced. We understand that the current pipeline is suspended below the lake level on drilled piers where these sections cross the lake inlets. It has been mentioned that trenchless construction methods may be employed beneath the lake inlets. The proposed repairs on land are anticipated to be accomplished by open cut methods . Final invert depths are unknown at this tim e , but are estimated to be at least 8 to 10 feet below existing ground surface on land. We ant icipate that the minimum cover depth over the pipe will be at least 5 feet. Purpose and Scope The purpose of this study was to evaluate the subsurface conditions in exploratory borings at selected locations on the site and to develop geotechnical evaluations of the data primarily for -@-·· -1- Report No . 0707-1108 construction of the proposed sewer line remediation. More specifically, the scope of work included the following steps: 1. Exploration of the soil stratigraphy and groundwater depths at the boring locatio ns; 2 . Laboratory testing on selected soil samples to aid in soil classification and estimates of engineering properties of these materia ls; 3 . Geotechnical interpretations of the field and laboratory data, with design recommendations and constructability considerations, including temporary excavation slopes, sheeting and shoring, trafficability, excavatability, potential for base heave , dewatering, lateral pressures for design of excavation support systems, and related construction items. We understand that standard bedding, embedment, and backfill material selection and pl acement methods will be adopted that are consistent with the design of the pipe . Per our ag reement, these and similar items associated with design of the pipe are not addressed in this report. FIELD INVESTIGATION As requested, a total of four (4) exploratory borings were drilled and sampled to evaluate the subsurface conditions across the site. Also as requested, the borings extended to depths of abou t 25 to evaluate the bedrock strata present. The borings were selected by a Fugro eng ineering geologist based on the plan of the proposed alignment provided by J. Felipe Pulido, E.1., with CH2M-Hill , Inc. Three of these borings were staked in the field at accessible locations along the alignment as near as possible to the lake. The fourth boring was located further inland near the western terminus of the project. GPS coordinates were obtained at the staked locations. The alignment plan was overlain on an aerial photograph and the GPS coordinates of the boring locations were plotted. Ground surface elevations at the boring locat ions were not obtained by Fugro, nor provided by others . The approximate locations of the borings based on the field GPS coordinates are shown in Plate B. The indiv idua l boring locations are shown in Plates A through A-4 in the Appendix. Log of Boring illustrations with descriptions of the soil and bedrock materials sampled are presented as Plates 1 through 4. A key to the terms and symbols used on the boring logs is presented in Plates 5 and 6 . Soil strata boundaries shown on the Log of Boring illustrations are -·@-------2 - Rep ort No . 0707-1108 representative of the changes in soil and bedrock types in the immediate vicinity of each boring. Variation was observed between borings and should be anticipated away from each boring location. The in situ transition between material types may be gradual and indistinct. Th e bo ri ngs were drilled with truck-mounted drilling equipment. The drill rig was equipped with co ntinuous flight augers and hollow-stem auger casing. Undisturbed samples of cohesive soil were obtained using a 3-inch diameter thin-walled tube sampler hydraulically pushed into the soil (ASTM D 1587). The unconfined compressive strength of cohesive soils was estimated in the field using a calibrated hand penetrometer. Calcareous shale bedrock was cored with an N-size core barrel in all of the borings (ASTM D 2113). No loss of coring water was noted at any of the boring locations . The length of core recovered (REC), expressed as a percentage of the coring interval, along with the Rock Quality Designation (RQD), is tabulated at the appropriate depths on the Log of Boring illustrations. The RQD is the sum of all core pieces 4 inches in length or longer divided by the length of the cored interval. Pieces shorter than 4 inches, determined to be broken by drilling or by handling , were fitted together and considered as one piece. All soil samples were extruded from the samplers in the field, visually classified, labeled as to appropriate boring number and depth, and placed in appropriate containers to prevent loss of moisture or disturbance during transfer to the laboratory. The overburden soils were sampled using dry sampling techniques, which enable groundwater observations to be made during drilling, prior to the addition of water for bedrock coring purposes. These groundwater observations are recorded on the boring logs. LABORATORY TESTING Laboratory tests were performed on selected soil and bedrock core samples to evaluate pertinent engineering properties of these materials. The laboratory tests included visua l classification, moisture content, dry unit weight, liquid and plastic limit, grain-size analysis (including percent material passing a No. 200 mesh sieve), unconfined compressive strength, Unconsolidated-Undrained compressive strength, overburden swell, and corrosivity tests . The tests were performed in general accordance with ASTM standard procedures . The results of mo isture content, liquid and plastic limit, minus No . 200 sieve analyses , dry un it we ig ht, and Report No . 0707-1108 compressive strength tests are presented on the boring logs. Results of two grain -size analyses are presented in particle size distribution test reports (Plates 7 and 8). Volume change characteristics of representative samples of the clays were evaluated with overburden swell tests . For the overburden swell test, a representative sample is placed in a consolidometer and subjected to the estimated overburden pressure, then inundated with water and allowed to swell . The changes in sample height are measured and moisture contents are determined both before and after completion of the test. Test results are recorded as the percent swell, with initial and final moisture content. The overburden swell test results are summarized in Plate 9. l aboratory soil corrosivity tests were performed on selected representative soil and weathered shale samples obtained from the borings . These tests include soluble sulfate, soluble chloride, soluble sulfide, red ox, pH and resistivity. The results of these tests are summarized in Plate 10. GENERAL SUBSURFACE CONDITIONS The general subsurface conditions indicated by a review of available published geological in formation and developed from the field and laboratory investigations, as described above, are summarized in the following paragraphs . Descriptive nomenclature is based on generally accepted practices (e.g., ASTM D 2488; British Standard, etc.). Color descriptions are based on standard Munsell® Color Chart colors. Geology According to published geologic information (Refs. 1, 2), north central Texas is underlain by a thick sequence of sedimentary rocks, which dip gently toward the Gulf Coast (approx im ately 50 feet per mile at this site) and thicken gradually to the southeast. The up-dip, north-south trending outcrops of these sedimentary units are exposed along the monoclinal erosion surface of the Gulf Coastal Plain. The outcropping bedrock units along the alignment consist of the undivided Grayson Marl / Main Street limestone formation (Plate C). This formation is composed of interbedded medium hard calcareous shale (marl) and moderately hard to hard lim estone . J.M. -4--w---------- Report No . 0707-1108 Stratigraphy Iden t ifiab le fill materials were encountered in two (2) borings (Borings B-2 and B-3 ) during the fi eld portion of this investigation. The fills are relatively thin in vertical extent, ranging from about 1 to 2 feet thick, and appear to consist of reworked on-site sandy clay and clayey sand soils from pipeline, manhole, or other related construction in the past. These fills are very stiff (clays) or medium dense (sands) in consistency/condition and variable shades of brown, yellow and/or red in color. Be low the fills in Boring B-2 and B-3 and from the ground surface in Borings B-1 and B-4 , the near surface soils encountered consist of alluvial (water-transported) sand and clay strata , which extend to the top of weathered shale bedrock at depths of about 4 to 13 feet below the grade existing at the time of the field investigation. The sand strata encountered are generally medium dense in condition and contain appreciable amounts of clay . The clay strata encountered are typically stiff to very stiff in consistency, and contain substantial amounts of sand and variable , but small , amounts of calcareous nodules. Near the surface, the alluvium is shades of brown, yellow and/or red in color. Atterberg limits test data from the alluvium indicate that these materials are generally low to moderate plasticity materials potentially subj ect to low to moderate vertical movements with changes in soil moisture content. However, data from these same tests performed on weathered shale samples indicate that the weathered shales are high plasticity materials, potentially subject to large vertical movements with changes in soil moisture content. Bedrock materials at the site were encountered in all borings within the depths of exploration for thi s study. These materials have been identified from this investigation as interbedded marl and limestone strata of the undivided Grayson Marl / Main Street Limestone. The upper portions of bedrock strata are variably weathered, having been leached by percolating waters over time . The overall weathered zone extends to the top of unweathered calcareous shale / marl strata at depths ranging from about 17 to 21 feet. The weathered materials range from very soft to medium hard in rock hardness, depending on the degree of weathering, and possess a fissile structure. The weathered bedrock is generally some combination of very pale brown , brownish yellow, very light gray and/or olive brown in color. Be low the zone of differential weathering, unweathered calcareous sha le strata we re encountered extending to the 26-foot maximum depth explored. Information developed from -5- Report No. 0707-1108 ot her nearby studies indicates that the unweathered marl / limestone is present to thicknesses in excess of 50 feet at this location. The unweathered shale is medium in rock hardness , dark to medium shades of gray in color, and contains few periodic very thin to thin seams of moderately hard to hard, very light gray limestone seams. The following table summarizes the soil / rock stratigraphy encountered at the boring locations: a e 1e ra 1grap 1y T bl 1 s·t st r h Depth to Weathered Depth to Unweathered Boring Fill Thickness, ft. Calcareous Shale Calcareous Shale (Marl), ft. (Marl), ft. B-1 NE 4 .3 20 .3 B-2 1.8 7.4 21.3 B-3 1.0 10.0 17.2 B-4 NE 13.0 21.4 NE = Not Encountered Groundwater Conditions The borings were advanced using dry drilling and sampling techniques, which enable groundwater seepage levels to be observed during drilling. Groundwater was encountered in two (2) of the borings during drilling, prior to the introduction of water used for coring purposes, as summarized below in Table 2. Table 2. Groundwater Observations '}, ' Depth to ,Groundwater Seepage Depth to Boring No. Groundwater Prior to Coring During Drilling (feet) ' (feet) .,, B-1 Dry Dry B-2 7.0 7 .0 B-3 7.0 5 .8 B-4 Dry Dry It is not possible to accurately predict the magnitude of groundwater fluctuations that might occur based upon short-term observations . Changes in groundwater levels along the alignment --@-------· -6- -@- Report No. 0707-1108 shou ld be anticipated as a result of seasonal changes in precipitation , water surface elevation in the lake, and from construction activities . In general, groundwater movement in these deposits occurs as horizontal flow through permeable strata and over impervious layers. Permeable strata typically include the jointed weathered shale and the alluvial overburden . EVALUATIONS AND INTERPRETATIONS The following evaluations and interpretations were developed from the project information and field and laboratory findings as described above . Design Considerations Expansive Soils. As described above, the alluvial sands and clays encountered along the proposed alignment are regarded as slightly to moderately expansive and will experience some gro und movements as a result of shrinkage and swelling associated with changes in soil moisture condition . The weathered shales, however, are considered to be highly expansive and can experience large ground movements with changes in soil moisture content. At the ground surface and beneath poorly drained areas, or beneath covered areas, potential vertical ground movements are estimated to be as much as 4 inches, where weathered shales are predominate near the surface (Borings B-1 and B-2). Potential horizontal movements could possibly exceed one-th ird of the estimated vertical movements. The magnitude of the potential movements generally will decrease with depth, becoming negligible at the base of the "active" zone, which could be as deep as 15 feet, or possibly deeper in this area. Since the moisture conditions remain constant below permanent groundwater tables, clay and weathered shale materials typically do not exhibit significant movements , vertical or horizontal, below those depths unless the overburden pressures are changed. The buried pipe and associated elements should be designed and constructed to accommodate potential ground movements associated with the variab ly expansive soils. Efforts to maintain relatively high moisture contents (not saturated) in th e cla ys and weathered shales, where present, during and following construction will als o aid in minimizing post-construction ground movements. To the extent possible , the cl ays and weathered shales beneath and beside the pipeline should not be allowed to dry sign ifican tly during construction. Positive drainage of surface water should be provided over and adjacent to the constructed trench backfill . -7- Report No . 0707-1 10 8 Soil Corrosivity. Results of laboratory soil chemistry corrosivity tests performed on two (2) samples of materials obtained from the test borings are summarized in Plate 10 . These samples were selected to be representative of the various subsurface material types anticipated at and above the proposed pipeline depths . Th e susceptibility of buried concrete elements to chemical attack is generally evaluated on the bas is of soil pH and water-soluble sulfate content. The pH levels (above pH = 6) indicate a neg ligible potential for attack of buried concrete due to an acidic environment. Sulfate ions can react adversely with the hydrated lime and hydrated calcium aluminate in cement paste to form calcium sulfate and calcium sulfoaluminate, which can be accompanied by conside rable expansion and disruption of the paste matrix within porous concrete. A concentration of so luble sulfates less than 1,000 ppm (mg/kg) is considered to be negligible with regard to exposure of buri ed concrete to sulfate attack (Ref. 3). The measured soluble sulfate concentrations of less t ha n 100 to 990 mg/kg indicate a negligible exposure for concrete degradation . The soil pH, resistivity , and chloride content are important in the evaluation of possible corrosion of buried steel elements and reinforcing steel embedded in concrete exposed to these soils . In general, the aggressiveness of soils on buried steel can be evaluated by comparison with values summarized as follows (Ref. 4 ): Table 3. Potential for Chemical Attack of Buried Steel Elements Soil Resistivity, Soluble Chlorides in Corrosion ohm-cm Soil 1 m~m Soil ~H Potential 0-1,000 > 500 0-4.5 Very High 1,000 -2,000 > 500 4 .5 - 5.5 High 2,000 -5,000 < 500 5.5-6.5 Moderate > 5,000 < 500 > 6.5 Mild Each of the columns in this table should be used independently of the others when evaluating corrosion potential. (For example, it is not necessary to have a soil resistivity between O and 1,000 ohm-cm and a pH between O and 4.5 to indicate a very high potential for corros ion of steel.) The two (2) laboratory soil resistivity test results ranged from 327 to 1,472 ohm-cm . The laboratory test procedures for soil resistivity often yield results representative of soils at a high moisture content with correspondingly lower resistance values. The laboratory resistivity test results indicate a high to very high potential for corrosion of buried steel elements . -@--8- Report No. 0707-1108 In summary, the results of the soil chemistry corrosivity tests obtained to date indicate a low potential for corrosion of buried concrete . However, the results indicate a high to very high potential for corrosion of buried steel. Additional corrosivity tests on soil samples could be performed (upon request) for a more comprehensive evaluation of soil corrosion potential. Drilled Pier Foundations. Where anchorage on piers is specified or is being considered , we recommend that structural loads for those elements be supported on straight-sided drilled piers bearing in the unweathered shale, encountered at depths ranging from about 17 to 21 feet below the ground surface existing at the time of this field invest igation. These piers should be a minimum of 18 inches in diameter and be based a minimum of 2 feet into those materials . Dr illed piers may be proportioned based on a net allowable end bearing pressure of 27,000 pounds per square foot (psf), a skin friction value of 5,500 psf in compression and 4 ,000 psf in tension in the unweathered shale. The compression skin friction component may only be applied to that portion of the shaft located below the top 2 feet of penetration into the shale. Tension skin friction may be applied over the full distance of shale penetration . The piers should contain sufficient steel reinforcement to resist the uplift pressures that will be exerted by the near surface soils and weathered shale . Likewise , the minimum penetration should consider these loads. We estimate the uplift forces to be on the order of 1,200 psf over a des ign depth maximum of 15 feet for portions of piers in direct contact with those materials . Where site grading and/or site preparation removes expansive materials , the potential for uplift will be reduced accordingly. Lateral Loads to Drilled Pier Foundations. Foundations are subjected to lateral loads due to a variety of forces. As such, these forces must be considered as part of the overall foundation design . Forces transmitted to drilled shafts will be resisted by the lateral resistance developed by the drilled shaft interacting with the surrounding subsurface soils and bearing materials . Analysis of lateral behavior may be accomplished using spring constants. The modulus of subgrade reaction (Ks) is typically used to develop the spring constants. The modulus is based on the contributing area of a 1 ft x 1 ft plate . Because these spring constants will be applied over long slender shafts in horizontal directions, where the length will be much greater than the diameter, the values provided have been adjusted accordingly. The values assume a maximum shaft diameter of 60 inches. The upper 5 feet is neglected due to possible drying of the soils , causing loss of contact between the piers and surrounding soil. -9- -@ Report No . 0707-1108 Table 4. Recommended Values for Ks and Lateral Allowable Bearing Capacity, (F.S.=3, q 31u) Material Ks (kcf) Allowable Lateral Bearing Capacity (psf) Sand & Clay (Surface to 5 feet) Neglect Neglect Sand & Clay (Below 5 ft) 100 kcf; qa(L) 2,000 psf Weathered shale 1,000 kcf; q a(L ) 3,000 psf Fresh unweathered shale 4,000 kcf; q a(L) 15,000 psf These values assume that no interaction of loading will occur between the piers, a condition th at can be achieved if the piers are spaced at least three diameters apart in a direction perpendicular to the applied loading and at least seven diameters apart in a direction para ll el to the applied loading . If the piers are spaced closer than this, then a reduction in the allowable lateral bearing pressures and modulus estimates would apply. The above lateral bearing and modulus values also assume the absence of an unanticipated severe condition with regard to the potential for adversely oriented discontinuities in the bedrock. Construction Considerations The comments and recommendations in the following sections are based on the subsurface conditions as indicated in the exploratory borings and on our experience with similar projects . Trafficability. All Borings were drilled in unimproved, "off-road" areas with shallow to deep soils consisting of clayey sands and sandy lean clays overlaying highly expansive weathered shale. During wet-weather periods, the unimproved natural ground will deteriorate rapidl y and develop ruts when subjected to moderate to heavy-wheeled construction traffic. Evidence of severe rutting was readily apparent after the heavy and prolonged rains of recent weeks . Despite the recent climatic conditions, though, the site appeared to dry sufficiently to allow passage of construction equipment within relatively short periods of time, even after heavy · rains, on the order of a few days to one week. Wet-weather periods typically occur during the spring months and early fall, but can occur during almost any month (ref. June and July 2007 ). The use of track-mounted equipment is recommended for construction during these periods . Temporary access roads (crushed stone -10- Report No . 0707-1108 aggregate surfaces or fly ash-treated subgrade) may be required for delivery of materials and equi pmen t in areas exposed to heavy wheel traffic. Excavations. We understand that the landward portions of the pipeline likely will be constructed by open cut methods with trenchless methods possibly used to cross the lake inlets and perhaps other areas . We expect that excavation of overburden so ils and weathered shale/ marl can be accomplished with ordinary earthwork equipment and operations . Excavation of the unweathered shale / marl containing the occasional thin limestone seams should not require mu ch greater effort than the soil and weathered shale excavation . Since much of the remedial sections of the alignment will cross segments of Lake Arlington, a drinking water source for the City of Arlington, the project is considered to be within a "cr itical" zone. In such critical areas, care should be exercised to avoid disturbance or movements of existing adjacent and connection infrastructure resulting from excavation and construction operations . Because of the nature of the subsurface materials, the presence of groundwater and the proximity to Lake Arlington , use of special bracing or retention systems designed to limit ground movements will likely be required during construction . In general, and in our experience, the contractor is responsible for maintaining stable and safe excavations in accordance with Occupational Safety and Health Administration (OSHA) guidelines. We recommend that all foundation and utility excavations be sloped or braced in the interest of worker safety . The slope conditions should be monitored by the contractor's competent person. For the anticipated excavation depths (greater than 5 feet and less than 20 feet), it appears that the soil types along much of the alignment (stiff clays with fissures at some depths, including weathered shale) generally would fall into the category of OSHA Type B or Type C. For Type B soils, temporary excavation slopes should not be steeper than 1 H: 1 V. For Type C soils , temporary excavation slopes should be maintained at 1.5H:1V, or flatter. In the absence of a more detailed exploration program, we recommend that all of the overburden soils be assumed as Type C. In our experience, in the absence of shoring support or sufficiently laid-back slopes , excavations into weathered shale materials will require monitoring to identify possib ly unstable rock wedges or blocks associated with adversely-oriented discontinuities with in the weat here d rock mass . In addition , these weathered shale materials are highly susceptible to slak ing (deterioration) upon exposure to the atmosphere, drying and subsequent rewetting. -. @-------. -11- --@ Report No . 0707 -1108 If open-cut (not trenchless) excavation depths extend into the unweathered shale bedrock (below about 17 to 21-foot depth), this office should be contacted to assess construction options . Since all of the landward portions of the alignment are in vacant, undeveloped areas, much of the landward alignment may be reconstructed using laid-back slopes. In proximity to water's edge, however, laid-back slopes may not be possible . In such areas and because of potentially li mited allowable trench widths, we anticipate that the use of sheeting , shoring , or a trench box will be required for many sections of the landward portions of the project. For temporary excavation support , a design illustration for estimated lateral earth pressures is included as Plate D. The excavation and support recommendations have been included for general information and general reference purposes. We assume that the contractor will provide his own analyses and des ign for excavation slopes and/or bracing systems depending on requirements for specific installations . We recommend that excavations be observed by qualified geotechnical personnel during construction to help confirm that the exposed soils / weathered bedrock are suitable for buried pipe foundation bearing . In general, we anticipate that the strength of the sands, clays and weathered shale, in combination with limited trench depths and widths, will limit the potent ial for stability problems at the base of the excavation. However, in areas where granular soils may occur below the groundwater table or where softer clay / weathered shale materials may be present, it is possible that base heaving or pumping conditions could occur, depending on effectiveness of dewatering efforts. In such areas, special efforts will likely be required to minimize the disturbance of the foundation soils for pipeline bearing . This may include installation of additional sump pits near the edge of the trench to aid in localized dewatering operations . If the depth of heaving or disturbance is limited (say less than about one foot in depth), then consideration could be given to localized use of a crushed stone base to replace the disturbed materials , in an attempt to deve lop a more stable condition. If utilized, the crushed stone should consist of a fl ex ible base material (TxDOT Item 247, Type A , Grade 1, Ref. 6) or a coarse concrete aggregate (also a crushed stone, TxDOT Item 421, Aggregate Grade 4). Additionally, a geotextile filter fabric separation layer will be required beneath the crushed stone to minimize the potential for long- -12- - Report No . 0707-1108 term infiltration of the underlying fine-grained material particles into the voids of the crushed stone. Although not foreseen, more severe base stability conditions may require more aggressive approaches , such as modifications to the dewatering methods , increased excavation, and re placement of disturbed soils, or a combination of these and other methods. Such approaches can bes t be evaluated during construction . Dewatering. Groundwater was observed in two (2) of the borings during drilling. We anticipate that where dewatering of the excavations is needed, it can be handled by relatively simple means such as with shallow d itches along the edge of the excavat ion and by pumping from sumps . In other areas, particularly where clayey and silty fine sand deposits may be encountered below the groundwater level and in areas where the alignment is in close proximity to the lake , more extensive dewatering efforts could be required. This may require use of sheet piling, cofferdams, or other water cut-off measures. We anticipate that specialty-dewatering subcontractors would be engaged for these services. The dewatering systems employed should be capable of maintaining a dry excavation condition for construction purposes. In dewatering areas where fines are present, special care may need to be exercised at the time the dewatering pumps are shut down. The need for this care would depend on the potential for migration of fine soils into joints in the pipeline or into voids in the granular bedding soils or crushed stone used to help stabilize the base of the excavation. In such areas , it may be necessary to shut down the pumps gradually, fill the pipeline with water prior to shutdown of the dewatering pumps, or take similar steps. Backfill Placement and Compaction. Prior to placement of bedding, embedment, and backfill materials, all loose materials, slope wash, eroded soils, and disturbed materials should be removed to firm, undisturbed natural soils or weathered or unweathered shale. Granular bedding and embedment materials should be placed and compacted in a manner consistent with the design assumptions and as described in the contract documents. In general, uniformly graded granular soils should be placed in thin lifts not exceeding 6 inches in the loose condition and shoveled in place to fill all confined spaces. Additional compaction can be achieved under the action of vibratory plate compactors . The intent would be to obtain an --@-----13- Report No . 0707-11 0 8 optimum packing of the granular particles· in the bedding materials prior to installation of the pipeline segments and backfill materials. The backfill materials should be placed in loose lifts not exceeding 8 inches in th ickness. Since the proj ect w ill occur in areas not scheduled for support of pavements or related fac ilities (unimproved areas) in the foreseeable future, each lift should be nominally compacted to at least 92 percent of the maximum dry density as defined by ASTM D 698 (standard Proctor test). Even with satisfactory compaction of the backfill, some settlement of the backfill surface will occur with time following construction. Typical settlements for compacted backfill are on the order of 1 to 2 percent of the backfill height. Allowance should be included for possible maintenance and repair of pavements or other facilities constructed on this backfill. If th e backfill soils are expansive clays with a Plasticity Index (Pl) of 25 or more , then the compaction should be performed at or above the optimum moisture content (0 to +5 percent). If the backfill foils consist of a low-plasticity clay (Pl less than 25), sandy clay , or clayey sand , the compaction should be performed at or near the optimum moisture content (opt imum ±3 percent). Field density tests should be performed to help confirm that adequate compaction is achieved, as will be described further below in the report section entitled "Construction Observations and Testing." Trench/ess Sections. We understand that trenchless construction methods may be considered beneath the lake inlets. Since the possible trenchless segments appear to be of extended lengths (perhaps in excess of 750 feet), we anticipate that similar construction methods and equipment would be used for each of the segments, to the extent permitted by the subsurface cond itions. The ground conditions at the trenchless sites will likely differ from location to location, as indicated on the boring logs . Va ry ing so il, rock, and groundwater conditions may require special consideration with regard to se lection of trenchless construction methods . Concern areas could include: 1) gravel or sand layers below t he groundwater level , 2) the presence of blocky, expansive clays , particu la rly if below groundwater, 3) the presence of shallow limestone or limestone fragments in residual clays, or 4) similarly difficult conditions . For trenchless construction , special care will need to be exercised to minimize the poten tial for subsidence of the ground surface due to loss of ground, difficulty with dewatering , deformation --·@----1 4- Repo rt No. 0707-1108 of the encasement pipe, incomplete filling between the soil or rock and the steel casing, or similar problems. In this regard, it will be very important to maintain the ground support in the bore at all times . At the bore face , the material excavation should extend only slightly in advance of the steel casing. The contractor should avoid making excavations larger than the out side d iameter of the casing . Additionally , the grouting of the annu la r space outs ide the stee l encasement pipe should be performed as soon as the casing is situated in its final location. Construction Observations and Testing. We recommend that excavation and trenchless segments be observed by qualified personnel from this office during construction to help confirm the suitability of the buried pipe foundation conditions, that the bedding and backfill materials are placed and compacted in accordance with the contract documents, to monitor potentia l ground movements for critical trenchless segments, and related items . Laboratory tests should be performed on representative samples of bedding, embedment, and backfill materials and other materials to help confirm that these materials comply with requirements in the contract documents. Field density tests should be performed in the backfill materials to help confirm that the degree of compaction meets contract requirements. In general, these tests should be run at a frequency of one test per alternate lift for each 300 lineal feet of the alignment. Pier Installation. The construction of all piers should be observed by experienced geotechnical personnel during construction to assure compliance with design assumptions and to verify: (1) the bearing stratum ; (2) the minimum depth; (3) the removal of all smear zones and cutting; (4) that groundwater seepage, if encountered, is correctly handled; and (5) that the shafts are within the acceptable vertical tolerance. It is very important to place the steel and concrete as quickly as possible after each pier is drilled. In no event should a pier excavation be allowed to remain open for more than 6 hours , an d even less time may be required in order not to have to case the drilled piers. Concrete placed in excavations in excess of 10 feet deep should be placed in such a manner as to prevent segregation of the aggregate . Groundwater was encountered in two of the borings drilled for this study. Additionally, much of the remediation will occur within or in close proximity to Lake Arlington. Therefore, temporary casing may be necessary at some, if not all , pier locations, where utilized. When used , and where groundwater levels during construction are encountered above the bottom of th e casing , --@ -----15- -@- Report No. 0707-1108 extreme care should be exercised at all times to insure that the head of plastic concrete inside the casing is higher than the groundwater level outside the casing . In actual practice, it is d esirab le that the head of the concrete be appreciably above the static groundwater level prior to break ing the seal between the casing and the bearing stratum . Once the seal is broken, the casing may be slowly removed in a vertical direction (no rotation permitted) while addit ional concrete is placed through the top of the casing through a tremie . LIMITATIONS Since some variation was found in subsurface conditions at the specific boring locations, and all parties involved should note that even greater variation may be encountered between borings. Statements in the report as to subsurface variation over given areas are intended on ly as estimations from the data obtained at specific boring locations . Additionally, this report should not be regarded as a Geotechnical Baseline Report (GBR) for evaluation of boring or tunneling methods and requirements . Additionally, Fugro's scope of work does not include the investigation , detection , or recommendations related to the presence of any biological pollutants . The term "biological pollutants" includes, but is not limited to , mold, fungi, spores, bacteria, and viruses, and the by- products of any such biological organisms. The professional services that form the basis for this report have been performed using that degree of care and skill ordinarily exercised by reputable geotechnical engineers practicing in the same locality, under similar circumstances , and at the time this report was prepared . No ot her representation , express or implied, and no warranty or guarantee is included or intended in this report, any addendum report, opinion, document, or other instrument of service. The results, conclusions, and recommendations contained in this report are directed at , and intended to be utilized within, the scope of work contained in the proposal letter executed by Fugro Consultants, Inc. and client. This report is not intended to be used for any other purposes. Fugro makes no claim or representation concerning any activity or condition falling outside the specified purposes to which this report is directed, said purposes being specifically lim ited to the scope of work as defined in said agreement. Inquiries as to said scope of wo rk or -16- - Report No . 0707-1108 con cern ing any activity or condition not specifically contained therein should be directed to Fugro fo r a determination and , if necessary, further investigation . REFERENCES 1. Geologic Map of Dallas County, Texas, Dallas Geological Society, 1965 (rev. 1988) 2 . Geologic Atlas of Texas , Dallas Sheet, The University of Texas at Austin, Bureau of Economic Geology, 1972 (revised 1988). 3. ACI Manual of Concrete Practice, Part 3, 2001, Section 4 .3. 4 . Palmer, J.F., Soil Resistivity Measurements and Analysis," Materials Performance, Vol. 13, January 197 4 . 5. American Water Works Association, "American National Standard for Polyethylene Encasement for Gray and Ductile Cast-Iron Piping for Water and Other Liquids," AWWA C105-72, 1972. 6. Texas Department of Transportation, Standard Specifications for Construction of Hig hways , Streets , and Bridges, 2004, 1016 pp. -@---. -17- ---·----------- ... Report No. 0707-1108 ILLUSTRATIONS Boring and laboratory data presented were developed solely for the preparation of this report . We are not responsible for interpretation or use of these data for purposes beyond the stated scope of this report. Subsurface conditions different than those found at our boring location may be present as a result of, among other factors , soil moisture variations, fill placement, and naturally o ccu r ring variations in soil properties and elevation of the top of the rock . --@-------------- Strut Atlo s USM > 2005 HI GHTOWER ST NORW.ST NORW,.ST BERM EJO RO CASTILLO RD ~ GREEl<LE EST VA'N NATTA LN OEEWOOO CT H\'tJEct ~ <fl ~ CAAJG ST PROJECT SITE O j ! VAN NATTA LN i BEATY ST : LISA CT 'i SANOYWOOOS CT -:j! ~LLDR f ui i en z Q -< ~ Q Q z 0 North VILLAGE CREEK BASIN (Sewer Line) SITE VICINITY MAP Lake Arlington Date: Scale : 27 July 2007 Not to Scale Map Source: Delorme Street Atlas Fort Worth, Texas Project Number: 0707-1108 PLATE A Legend -$-Approximate Boring Locations Scale: 1 inch equals 500 feet 0 250 500 Feet 1 ,000 Village Creek Basin (M-244B Sanitary Sewer) PLAN OF BORINGS Lake Arlington Fort Worth, Texas Source: On1wn By: i:».le : Ptoject No.: Fugro Consultants, Inc, SE July 25, 2007 0707-1108 PLATE B PROJECT AREA SITE GEOLOGY Kdc Kfd Kgm Kpd FUGRO CONSULTANTS, INC . Denton Clay Duck Creek Fom,ation Grayson Marl Fort Worth Limestone Kwb Qal Qt Woodbine Fom,ation Alluvium Deposits Fluviatile Terrace Deposits VILLAGE CREEK BASIN -M-2448 Sewer Line Lake Arlington Scale : Map Source : Date : Not t o Scale Bureau of Econom ic Geology, Da ll as Sheet 27 July 07 0 North Geologic Map Fort Worth, Texas Proj ect No . 0707-1108 PLATE C H Where: Pe = 0.8 Ka (Y H+q) TRENCH EXCAVATION WITH BRACING Ka = active earth pressure coefficient (assume Ka= 0 .5) Y = Unit weight of soil (assumeY = 120 pcf) H = Trench depth, feet q = surcharge loading, psf Pe 1/4 H J_ 3/4 H APPARENT EARTH PRESSURE -STIFF CLAY Design Illustration Earth Pressures, Excavation Support System VILLAGE CREEK BASIN (M-2448 Sanitary Sewer) Fort Worth, Texas Project No.: Drawn By: Date: PLATED FUGRO CONSULTANTS, INC . 8/1 /07 WR 0707-1108 f-- 0 ('.) 0 w ('.) --, a.. ('.) ai 0 ,-:_ 0 ('.) 0 ..., 0 Q'. <( 0 z ~ (/) 0 Q'. ('.) :::, LL LOG OF BOR I NG NO . B-1 V ILLAGE CREEK BASIN - M-2448 Sew e r Lin e Lak e Ar li ngton FORT W OR TH , TEXAS PROJECT NO . 070 7-110 8 --------·------·-·-------·-··-----···-·------· ---··-·. -----------·· 1 r ----·· -------· --t! LAY ER I ~ ';!. I ""' >-';!. ()';!. I--en ~~6 S TR A TU M D E SCRI P TION ~~ t: .-.:: z - lJ.. -' Q'. I---0 ~ C, ~ 0 w o.. ui O wz I--u - :i -' ::, I---en I---;:: e:.. CD 0.. I--,:: Q'. ELE V./ I 1--w zw I--:a: <l: I--o-:3 ~ en >< :a: W 0 ---, _:a: ui iii 0.. >-<l: ~iiiU DEPTH s: z -':::; <l: w en o w en u w 0 0..-' -' 0 0 en u 0.. ~ <l: 0 0 Q'. SUR F. E LEVAT IO N UN K NOWN 0.. N \ 0.. 1/_,/.j.-P 4.5+ C LA Y EY S A ND (SC), med ium d e n se, bro w n , fi ne /./y gra ined , few calcareous and ferrous nodu les I I -P--4.5,,._____ . - CLA YEY SAND (SC }, medium' dense , ye llowis h red , 1.3 P 4 .5 + fin e grain e d I 2 1 46 21 25 33 I -y.z P 3.5 I 16 41 b.?Jd . :-.'·. ::Y,. -P-4-,5;. 19 W EATHERED SH A LE, h igh ly to co m p let e ly w e ath ere d , 4 .3 -5 ve ry soft , ve ry p a le brow n , bro w nish ye llow , ve ry ligh t -P 4 .5 + 17 57 18 39 ---gray, ca lca reou s, fi ssi le, few iron stained joints ~ P 4 .5+ I 6 .0 18 W EATH E RE D S HA LE , high ly wea th e red , ve ry so ft to ~ P 4 .5+ sof t , ve ry pa le bro wn , bro w ni sh ye llow , ve ry light g ra y , 16 P 4 .5+ calcare ou s, fi ss il e, few iron stained jo ints - ~ 17 ~ -10 =---..a - ~ == RC1 19 = = -10'-16' t:e=== ~ 93180 ~ 1= I===== I~ I~ ~ 15 -15 ,-==--- i~ __ --WEATHE RED SHALE , m od e rately to hig h ly wea thered , 16.0 ~ I~ so ft t o m ediu m ha rd , ol ive brown , brownish ye ll ow , ve ry ·== RC2 1= ii 16'-2 5' pa le brown , gray , ca lca reous , fissi le 19 97195 >--2 0 -I~ SHALE , m ediu m ha rd, ve ry da rk gray , m ed ium gra y , 20 .3 10 ve ry li g ht gra y , calcareous , fiss il e , few v ery t hin to th in , m od e rate ly ha rd to hard limesto ne sea m s I= 13 2 1 .4'-22 .0' highly weathe red , s oft, ve ry p a le b row n I= 2 3.7'-25 .0' highly wea thered , soft , ve ry p ale brown I= I= I= -2 5 I= 19 -- -~------------------------25 .0 ilil GA!O COMP LETION DEPTH : 2 5 .0 KEY DA T E DRIL LE D: 7-1 9-07 P = Po cket Penetromete r Note : A ll d e pt hs a re me as u red in feet. WATER LE V EL / SEEP AGE : DRY PRI OR T O CO IN G Fugro Cons ultants , Inc . UPON C OM PL ETION : DRY PRI OR T O COR IN G I --·----- lJ.. 0 >-u w ::t o:D.. z I-- LL c., u. 01--- 1--::t z 2 en 0 w I---C, z _ u Q'. ::,w z I--s: ::, en 112 2 .0 114 5 .3 114 4.4 116 4 .6 114 3.0 121 3.7 116 3 .6 127 15 .6 12 4 27 .8 112 11.0 PLATE 1 -, 0.. (.9 <D 0 ,-:_ 0 (.9 0 -' 0 0:: <( 0 z i cn 0 0:: (.9 ::, u. 1-u. ::c I- Q_ w 0 ..J 0 (Il :a;; >-en LOG OF BORING NO . 8-2 VILLAGE CREEK BASIN -M-2 448 S ewer Lin e Lake Arlington FORT WORTH , TE XAS PROJECT NO . 0707-11 08 --2 ~ , --- ---·- en ~ ~ ;~ l LAYER·· 1 1 Cl'. :- 1 9 ~11 STRATUM DESCRIPTION ~ o.. viO 0.. I-:;: Cl'. 2: ~ -'2;:; ;Ji um~ \ ~ SURF . ELEVATION UNKNOWN P 4.5 + P 4.5 + FILL : SANDY LEAN CLAY (CL). very s tiff, ye ll owish red, brownish yellow , fe w to littl e wea th ered sha le I' ELEV./ ~ ~ 5'= > -2: I DEPTH > 6 --'::; u I 16 >-~ '= ...:: u -;::::~ en >< <( w ..J 0 0.. ~ ()~ z w- (.9 > zw iii iii en o <( 0 0.. N 1.~ _ 1 '--fr_a~g_m_e_n_ts _________________ ...rr- P 3.5 CLAYEY SAND (SC ). medium de nse, ye llowish red, brownish ye ll ow , fine grained 1 . 8 r-1-5-j--3-6-!--1-5-!--2-1-+--3-9-+--1-11-1---1.-3--I P 3.0 P 1.5 11 s~I :/A. ~ WELL GRADED SAND WITH CLAY AND GRAVEL • :~ ~n (SW/SC), medium dense , yellowis h red , brown ~--~ V --""----l---'---.....:..... ______ :___ ___ -'--------l- -A WEATHERED SHALE , highly weathered , very soft to ~ soft, very pa le brow n , brown is h ye ll ow, ve ry li ght gray, k= I _ ~ calca reous, fi ssile , few iron stained joints -1o ~~w I ~ -15 - 2 0 1-25 ~ ~ ~ ii ~ - ~ ~ ~ === ~ =a,,,,E= -- I~ I= I~ I~ I - i== ~ I= I= I= I~ I= I= I= - RC1 10 .2'-16' 100/88 RC2 16'-26' 100/96 -"UGRD rm Fu gro Co ns ultan t s, In c. WEATHERED SHALE , moderately to highly weathered, soft to medium hard , medium gray, very dark gray , very pale brown , calcareous , fissile . few iro n stained j o ints SHALE , medium hard , very dark gray , medium gray , very light gray , ca lca reous , fis si le, few very thin to thin , moderately hard to h a rd limestone seams COMPLETION DEPTH : 26.0 DATE DRILLED : 7-19-07 WATER LEVEL/ SEEPAGE: 7.0 UPON COMPLETION: 7 .0 PRIOR TO COR IN G 12 15 22 6 .1 17 7 7 .4 f---18-1-_56-l-_18-l-_3_8'-1---l---l-----1 19.2 16 11 8 15 .7 2 1.3 14 122 19 .1 11 130 27 .7 18 120 20 .5 26 .0 KEY P = Pocket Penetrometer Note: All depths a re measured in feet. / PLATE 2 LOG OF BORING NO. B-3 VILLAGE CREEK BASIN -M-2 448 Sewe r Lin e Lake Arlingto n FORT WORTH , TE XAS PROJECT NO . 0707-110 8 I~ ) . --·---· --I i l >-~l o~I ·-·-·-·. --I ti ~ u.. Q I-z . -STRATUM DESCRIPTION S2 ~1 !:::,=: zu.i >-u UJ I u.. -' w.t:o LAYER a:: 1-" 0 ~ a:: n. z I- :i 0 n. vi 0 wz s 1-" I--S2 n. Cl> oi--:-u:: Cl u.. CD ll I-,: a:: ELEV./ I-w int: 1--zw z 2 en I-2 WO -, <( I-§~, 5~ en~ uiui 1-I o w I-n. :::: z -c, >-~ ai u DEPTH n.-' So ~o z_ u a:: w en u w 0 ::JW z I- Q 0 a:: u o..~ 0.. ~ :::: ::, en S UR F . ELEVAT IO N U NKN OWN n. I (SQQ< P 2.0 I FILL : CLAYEY SAND (SC), medium dense , b rown, fine xYY , gra in ed , tr ace conc rete fr ag ments ~ P 1.75 1-1.0 20 ·~ SANDY LEAN CLAY (CL), stiff, yel lowish red , brown is h P 2.75 ye ll ow, trace ca lcareo us and ferrous nodules 19 41 17 24 52 ~ P 2.75 16 ~ P 2.0 CLAYEY SAND (SC), medium dense, yel lowish red, 4 .0 16 115 0.8 -5 brownish yel low, very pale brown , fin e grained, tra ce -~ P 2.0 17 39 16 23 34 ~ wea th e red lim es tone fragment s , occasio nal thin clay . p 1.75 sea m s :·:/%. ~17 ~-, 20 I . CLAYEY SAND (SC), dense , brown , coa rse to fine 8.8 &tf . 35 16 25 -10 . , .. '-/ l grained == WEATHERED SHALE , hig hl y to co mpletely weathe red, 100 s very soft , very pale brown , brownish yellow , very li g ht ~ gray , calcareous, fissi le , few very thin to thin sand ii seams ~ ~ ~ WEATHERED SHALE , hig hly weathe red , very soft to 14 .0 -15 P 4.5+ soft, very pale brown , brownish ye llow , very light gray , 1fi 119 <:; 1 ~ ca lca reous, fissile, few iron stained j oints === ~ ~ --Re-1-SHALE , med ium hard , medium gray, ve ry dark gray , = 17 .2 15.5'-25 .2 12 130 40 .8 very light gray, ca lcareous , fi ssi le, few ve ry thin to thin , = 97/97 m oderate ly hard to hard limestone seams i= := I = 1-20 := 8 142 184 .1 I= = ._ !2 \'.? = ._ = I- 0 = 8 139 36 .2 (.') = 0 w -25 --~------------------------25 .2 (.') -, tl. (.') cri ~ ..:. 0 (.') 0 _J 0 o:'. <{ 0 z <{ I- if) 0 o:'. (.') ::, LL .,- ;IF,RD COMPLETION DEPTH : 25.2 KEY DATE DRILLED : 7 -19-07 P = Pocket Pene trom eter Note : All depths are measured in fe et. WATER LEVEL/ SEEPAGE : 7 .0 Fugro Co ns ultants, In c . UPON COMPLETION : 5.8 AFTER 15 MINUTES I PLATE 3 ..., u. (!) ,ri 0 (!) 0 ...., 0 D:'. .,: 0 z ~ (f) 0 D:'. (!) ::, LL L OG OF BORING NO . 8 - 4 VILLAGE CREEK B A SI N -M-2448 Sewer Lin e Lake Arli ngton FORT W OR TH , TEXAS PROJECT NO . 0707-1108 --------------------------------------------. LAYER I --··--··-----' --··-----------·----- 2 ~ >-~ c:i ~ u.. 0 -~ >-u W I I-en z . -STR A T UM D ES CR I PT ION ~~ I--z -u.. ...J w.t:'.o a:: 1--0~ ~~ (.'.) ~ a:: n. z I- 0 w n. iiio wz I-o ...: LL (.9 LL :I: CD ...J ELEV./ I-w ::) 1--en 1--I--z w z 2 en n. I-;: a:: a -<(-I-I I-:;;; 2 W 0...., <( I-_:;;; ...J~ en >< ui ui zs:2 0 w I-n. >-:.: ai u DEPTH s: z _J -<( w en o ua:: w en <( 0 ...J n. ...J ...J 0 ::JW z I- 0 en u w u n. ~ <( 0 s: ::J en 0 a:: SURF . ELEVATI O N : UNKN OWN n. "' \ n. ~ P 2 .25 CLAYEY SAND (SC), medium de nse , dark yellowish ''..?z.;: b rown , brown , fin e grained , trace grave l and organi cs P 4.5 + 12 SAND Y LE AN CLAY (C L), very stiff, brownish yellow, 1.5 P 4.5+ very pal e brown , trace calcareou s nodule s , occa s io nal P 4.5+ thin s and seam s 12 P 4.5 + 13 32 13 19 64 -5 -P 4.5+ 13 P 3 .0 ~ SA ND Y L EA N C LA Y (C L)), medium dense, very pale 6 .5 P 3 .5 brown , brownish yellow , yellowish red , little gray 13 61 125 2 .2 -j'>-4":5-r-h mottling , few calcareous nodules , ... 8 .2 P 4.5+ SAND Y LEAN CL A Y (CL ), very stiff, yellowish red, yellowish brown , very pale brown , little gray mottling , 16 38 17 21 66 -10 -trace calcareous nodules ~ W EA T HER ED SHALE, highly to completely weathered, 130 very soft to soft , very pale brown , brownish yellow , very -15 =-== ~ light gray, calcareous , fissile, few iron stained , joints , -:E RC1 = =-===== =----..a, 15'-25' -18 114 3.6 ~ 99/99 -~ ~ 1= 1= 13 125 16 .6 -20 I~ 1= I= SHALE , medium hard , medium gray, very dark gray , 21.4 14 122 66.2 I= very ligh t gray, calcareous, fissi le, few very thin to th in, I= I= moderately hard to hard limestone seams I= I= 4 14ti 1 ti .1 I= 1-25 ----------------------------25 .0 ifM G,:_2 COMPLETI ON DEPTH : 25 .0 KEY P = Pocket Penetrometer DATE DRILL ED : 7-19-07 Note : All depths are measured in feet. WATER LEVEL I SEEPAG E : DRY PR IOR T O COi INGS UPON COMPLETION : DRY PRIOR TO COR I NG I PLATE 4 Fu g r o Consultants, Inc. TERMS AND SYMBOLS USED ON BORING LOGS FOR SOIL ~ CL AY(CH) M Well-Graded lSJ SAND (SW ) Well-Graded GRAVE L (G W) SOIL TYPES ~ SHAL Y CLAY (CH) n Poorly -Grad ed LJ S AND (SP) ra Poo rl y-Graded ~ GRAVEL (G P) ~ CLAY(CL) [11{1 SIL TY SAND (S M) I SIL T Y GR AV EL (GM) SOIL GRAIN SIZE U.S.STAND ARD SIEVE ~ SANDY CL A Y (CL) IT18 CLAYEY SAND (SC) ioo1 FILL ~ Mat erial 12" 3" 3/4" 4 10 40 200 GRAVEL SAND SI LT I CLAY BOULD ERS CO BB LES COAR SE FINE COARSE MEDIUM FINE :__J____:_...:..:__c=--t__.::...-=.:....:;__.:.=::..1-...:.c:::_:_.:.___l_ ___ ----'---------------'--------' 304 76.2 19.1 4 .76 2 .00 0.420 0.074 0 .002 SO IL GRAIN SIZE IN MILIM ETE RS STRENGTH OF COHESIV E SO I LS (2) DENSITY OF GRANULAR SOILS (2 ) CONS ISTENCY Very Soft Soft Fi rm Stiff Very Stiff Hard DESCRIPTIO N Stratified Laminated Fissured Slickensided B locky Lensed UNDRAINED COMPRESS IVE STRENGTH NUMBER OF BLOWS RELATIVE Tons Per Sq . Ft. PER FT, N DENSITY Less Than 0 .25 0-4 Very Loose 0 .25 to 0 .5 0 4-10 Loose 0 .5 to 1 .00 10-30 Medium 1.00 to 2 .00 30-50 Dense 2 .00 to 4 .00 Over 50 Very Dense greater than 4 .00 DESCRIPTIVE TERMS FOR S0IL (1) CR ITER IA Alternating layers of varying material or color with layers at least 6 mm thick . Alternating layers of varying mat erial or col or with the lay ers less than 6 mm thick. Breaks along definite planes of fra cture with little res istance to fracturing . Fracture planes appear polish ed or glossy , sometimes striated . Cohesive soil that can be broken down into small angular lumps which resist further bre akdown . Inclusions of small po ckets of different soils . Dry Moist Very Moist Wet Parting Seam Layer Trace Few Little With MO ISTURE No water evident in sample ; fines less than plastic limit. Sample feels damp ; fines near the plas ti c limit Water visible on sample ; fines greater plastic limit and le ss than liquid limit Sample bears free water; fines greater than liquid limit. INCLUS IONS (1) Inc lusion <1/8" thick extending through sample Inclusion 1 /8" to 3" thick extending through sample . Inclusion >3" thick extending through sample . <5% of sample. 5% to 10% of samp le . 15 t o 25 % of sample . 15% to 29 % of sample . NOTE : Information on each boring log is a compilation of subsurfa ce conditions and soil and rock classifications obtained from the field as well as from lab oratory testing of samples . Strata have been interpreted from commonly accepted procedures. The stratum lines on the logs may be transitional and approximate in na ture . Water leve l measurements refer only to those obseNed al the times and places ind icated , and may vary with time, geologic condition or construction activity . Fu ;;c;;:;;ultants , In c. REFERENCE S: 1) ASTM D 248 8 2) Peck, Han son and Thornburn, (1 974), Foundation Engin eering PLATE 5 ,_ 0 0 (' TERMS AND SYMBOLS USED ON BORING LOGS FOR ROCK ROC K TY PES SAMP L ER T Y PE S I Thin- rn Rock walled Core Tube ~ LIM ESTONE ~ SHALE [ill SANDSTONE Void W EAT H E R ED LIMES T ONE HI G H LY W EATHERED LIMESTO NE WEATHERE D SH A LE rn A RGI L LACEOUS g LIMES T O NE SOLUTION & VOID CONDITIONS Intersti ce ; a general term for pore space or other openings in rock . W EATH E RE D SA N DSTON E § MA R L ~ Standard Penetration Test rn THD Cone Penet ration Test I Auger Sample ~ Bag Sa mple WEATHERING GRADES OF ROCKMAS S (1) Slightly Disco loration indicates weathering of rock material and discontinuity surfaces . Cavities Vuggy Small solutional concavities. Containing small cavities , usually lined with a mineral of different composition from that of the surrounding rock. Moderately Less than half of the rock material is decomposed or disintegrated to a soil. Vesicular Porous Cavernous Friab le Low Hardness Moderately Hard Very Hard Containing numerous small, unlined cavities, formed by expansion of gas bubbles or steam during solidification of the rock. Containing pore , interstices , or other openings wh ich may or may not interconnect . Containing cav ities or caverns, sometimes quite la rge . Most frequent in limestones and dolomites . HARDNESS Crumb les under hand pressure Can be carved with a knife Can be scratched easily with a knife Cannot be scratched with a knife Highly Completely Residual Soil More than half of the rock material is decomposed o r disintegrated to a soil. All rock material is decomposed and/or disintegrated to soil.The original mass structure is still largely intact. All rock material is converted to soil.T he mass structure and material fabric are destroyed. BEDDING THICKNESS (2) Very Thick >4' Thick 2'-4' Thin 2"-2' Very Thin 1/2"-2" Laminated 0 .08"-1/2" Thinly-Laminated <0.08" JOINT DESCRIPTION SPACING Very Close <2" INCLINATION Horizontal 0-5 SURFACES Slickensided Smooth Irregular Rough Polished, grooved Planar Close Shallow 5-35 Medium Close Wide 2"-12" 12"-3' >3' Moderate Steep 35-65 65-85 Undulating or granu lar Jagged or pitted Fugro Consultants, In c. Vertical 85-90 NOTE : Information on each bor ing log is a compilation of subsurface conditions and soil and rock classificaitons obtained from the field as well as from laboratory testing of samples . Stra ta have been interpreted by commonly accepted procedures. The stratum lines on the logs may be transitional and approximate in nature . Water level measurements refer only to those observed at the times and places indi ca ted, and may vary with time, geologic condition or construction activity . REFERENCES : 1) British Standard(1981 )Code of Practice for Si te Inve st iga ti on BS 5930 . 2) The Bridge Division, Texas Highway Dept.Foundation Exploration & Design Manual, 2nd Edit ion .revised June,1974 . PLATE 6 ~ U S S IEVE OPE NIN G IN IN CHES U .S. S IE VE NUM BERS H YDRO M ETER 6 4 ~ 2 1 <; 1 :1/A 1/2:118 3 4 6 8 10 141 6 20 30 4 0 50 60 100 14 0200 100 95 90 85 80 75 70 r-65 I ('.) LU60 s Eo5 5 er: ~50 LL 'z:45 w u ffi'!O 0.. 35 30 25 20 15 10 5 0 --l-4~+H-l-+--l---"+ ~ _1 ____ _ -!---l-+-------------1--H--++--t-------rl++-+-+--+-1--1------1 -~-~-----T1 i : --:-------+ 1----11 t---w --rtl -· 1r -r-r h H t 1-· --- 100 10 1 0.1 0.01 0 .001 GRAIN S IZE IN MILLIMETERS r-;;~;~LE ;J;ITT:!T E\oe J,,rn,L m,di:~J~~ -,;;-==[__ SILT OR CLAY -i u~~:'~~~o c . ~e:1 £~~~ESs~,~~f at~~~~:s:~:~n -y~l~:;sh ~ 1--LLt PL i Pl f 6c8 l' ~ ~3 1~~~~ __ r ---:D::. ~+ ~-J -O~r %~;a;el -f =%:~d i . %S il t 6[9%C lay ~-------__________ j__ _____________________ J _ ------------------. ------_'.~1~~---__ __L _______ --_______ J _________ -----------J -. VILLAGE CREEK BASIN - M -244B Sewe r Line Lake Arlington Source: Tested By: Date Tested: FugroConsullants,ln_c . Tested by Fugro Consultants, I nc . D a llas TX GRAIN SIZE DISTRIBUTION FORT WORTH , TEXAS Project No .: 0707-1108 PLATE 7 U.S SIEVE OPE NIN G IN IN CHES U.S. SIEVE NUMBERS HYDRO M ETER 100 I ! i I 11111 ! I' I I i ·114~11 !~ I~' I! I 111·11' 11 j I I I I 111111111 I I~ Ii! I I i ! ' ' I ! i ' I I '! I I ' I' ' I I I 11 ! I ! I 95 ·l1·-i---rr1-n1 -·-t1 i -11 -------ri-,rn1---,---11 1-1--1---1--_ -l:-!1TT1·-;-T-- 90 ::-ri--------j . ---J --·---+' 1--~ ---~--+-~~-/Hl~~~---- 75 __ j _______ ._1_·--1-,! --~--~~--l-1-,----'--------------1' ~------1 .-J -+-+ . I j [ I I I_ 1 1 I! I I 70 -+-~C------11-l- t5 ---!----------------~---------y~fJ -j ____________ 1 ______ .. --1111 i J r:--+-----·---------·------~~ ~---------· -~~ --- [::~: J _ .. ~::: __ . --··· ·-·--. -~=\ ~: ~=:·.~.: ___ : ,-j~:-···:·: ffi40 ---•----LI-l-l--l-l--l-~---__ :_ ----------1-----··--- (L 35 1-1--l--l----.+j-+-H-l-+--l-+----+++-H -+-l--+--l---+ ---=--\--1-0-1--1--1--1--1 --'---1----1-.,_,_,_ --·-t---t--i--- 30 -i----+---H-++-t-t--1----l---1-H-t--_,_ ---l----<H-4-i--1--1--1--1-----+---•\,-tL. -1~-1--1--+----l-T I --~1--- 25 +------i---1~-H--tl-+-t--+--!----1-1-a-1---11--t--+--<---!-·--H--l-t--1--+-i--• --C------f---i++-~-j ----- 20 +~--_ 1 -i-1--l--l--1---1-l--l-l---+'·-·1+-H-t-+-+-+--t---I· + 1 ' +w -1-l -.. I 15 10 1--1---l--l-----l-l-+-l-l-l-+-l-l--H+-H-t-+-+--+--++--l--l~ ------1--l---1----- : L..L.------1-----'---__,_--'--'--'--'-l-l-_,___l::~I-=---'-:"---'-'----........ -_ _.:.___,_ ___ .!..-1-=_w-c...L.C----'---1-'-----l-___,-~:------'----_,__,_-_,___,_----'-----'---'----'---=--____,_,_-I .L.L·--i_l_!:f __,_l---'-1 ____ 2._l-~--- 100 10 1 0 .1 0.01 0.001 GRAIN SIZE IN MILLIMETER S [coBB_L_E_S_J~==co=a=r~=e=R=A=V=E=\=in=e====c=oa=rs=e===-m_-e_d=~=:=N-~J__-_-_-_fin_e_-~_-_JL__ ___ s _1L_T_ORCLAY Boring No . -1-- 01 8-3 I D100 12 .7 GRD ' ·.\':(' ~, ':···_' CLAYEY SAND (~~~~r ia l Descript ion ~~P L -FE ' +cc -f-Cu -~ dense, brow n , coarse to fine grained I I I ! I I ______________________________ J_ ______ j_ __ __J_ . --_i .. ____ J ____ -l Depth 9 .0 D60 =-~ =r=[)10 f %Gra vel j %S and --~---%SiKJ~~~~}'.__~ 0 .513 _l_~~ _J___ . 12.7 62.7 I 24 .6 I ----------------------------------J __ ---------------I VILLAGE CREEK BASIN -M-244B Sewer Line GRAIN SIZE DISTRIBUTION Lake Arlington FORT WORTH, TEXAS So urce : Tested By : Date Tes ted : F ugroConsullonts,lnc . Te sted by Fugro Co n s ultants, Inc . Dallas T X Project No.: 0707 -1108 PLATE 8 -ReportNo .0707-1108 Sample Boring Depth, Number feet B-1 5-6 B-4 4-5 GEOTECHNICAL INVESTIGATION VILLAGE CREEK BASIN M-2448 SEWER LINE ACROSS LAKE ARLINGTON CITY OF FORT WORTH, TEXAS SUMMARY OF OVERBURDEN SWELL TEST RESULTS Liquid Plastic Plasticity Initial Final Moisture Moisture Limit, Limit, Index, % % % Content, Content, % % 57 18 39 17 21 32 13 19 13 14 , -@-·-----------------··------ Applied Percent Surcharge Vertical Pressure, Swell, psf % 750 5.4 625 0.6 PLATE 9 -@ Report No . 0707-1108 GEOTECHNICAL INVESTIGATION VILLAGE CREEK BASIN M-244B SEWER LINE ACROSS LAKE ARLINGTON CITY OF FORT WORTH, TEXAS SUMMARY OF LABORATORY SOIL CORROSIVITY TEST RESULTS Boring Sample Soluble Soluble Soluble Redox Soil Depth, Sulfates 1, Chlorides 1 , Sulfides2 , Potential 3, No. feet mg/kg mg/kg mg/kg mV pH4 B-1 11-14 990 100 <0 .0300 159 8 .1 B-4 8-9 < 100 < 100 <0.0300 270 8.4 Notes on test methods : 1. ASTM D 516, D 512 (dry weight basis) 2. EPA 9031 3. ASTM D 1498 4 . ASTM G 51 5. ASTM G 57 (lab method) Soil Resistivity 5, ohm-cm 327 1,472 PLATE 10 Report No. 0707-1108 APPENDIX Site and Boring Plan (close-up airphotos) Plates A through A-4 '-@--- Legend -$-Appro ximate Boring Locations Scale: 1 inch equals 1 ,000 feet 0 ---c::=====------Feet 2 ,000 500 1 ,000 Village Creek Basin (M-244B Sanitary Sewer) SITE AND BORING PLAN Lake Arlington Fort Worth, Texas Sou rce : Drawn By : Date: Project No.: Fugn> consultants, tnc. Orthophotography: USDA NAIP, 2004 SE August 1, 2007 0707-1108 PLATEA ,.1 .. . ' • 1 Legend -$-Approximate Boring Locations Scale: 1 inch equals 150 feet --~=====------Feet 300 0 75 150 Village Creek Basin (M-244B Sanitary Sewer) SITE AND BORING PLAN Lake Arlington Fort Worth, Texas Drawn By: 0.te: ProJktHo.: Fugro c onsulanla, Inc . Orthophotography: USDA NAIP , 2004 SE August 1, 2007 0707-1108 PLATE A-1 Legend -$-Approx i mate Bori ng Locations Scale : 1 i nch equals 150 feet 0 --.. =====------Feet 300 75 150 Village Creek Basin (M-244B Sanitary Sewer) SITE AND BORING PLAN Lake Arlington Fort Worth, Texas Drawn By : Date: Project No.: Fugro consul.ants, Inc. Orthophotography: USDA NAIP, 2004 SE August 1, 2007 0707-1108 PLATE A-2 Legend -$-Approximate Boring Locations Scale: 1 inch equals 150 feet 0 --..:=====------Feet 300 75 150 Village Creek Basin (M-244B Sanitary Sewer) SITE AND BORING PLAN Lake Arlington Fort Worth, Texas Sourc•: Drawn By: 0.te: PtvJKtNo.: Fugro Consulants, tnc . Orthophotography: USDA NAIP , 2004 SE August 1, 2007 0707-1108 PLATE A-3 / Legend -$-Approximate Boring Locations Scale: 1 inch equals 150 feet 0 ---======------Feet 300 75 150 Village Creek Basin (M-244B Sanitary Sewer} SITE AND BORING PLAN Fort Worth, Texas Drawn By : Date: Project No.: FugroConsulants, Inc. Orthophotography: USDA NAIP, 2004 SE August 1, 2007 0707-1108 PLATEA-4 APPENDIXB SWPPP (BOUND SEPARATELY) - APPENDIXC CITY OF ARLINGTON PLAN REVIEW COMMENTS USACE COMPENSATORY MITIGATION COMMITMENT NATIONWIDE PERMIT 12 M-244B FLOOD PLAIN DEVELOPMENT PERMIT APPLICATION FOR PLEASE TYPE FLOODPLAIN DEVELOPMENT PERMIT Date: Se tember 7, 2007 Permit No. f> -O 7_. t):5'"~ cf Name of Owner or Applicant: Telephone No.: Office Use Only Wade & Associates, A CH2M HILL Company (817) 451-2820 GI-Approved D Approved on behalf of the Fort Worth Water De artment D ------------------------1-------------11 D Denied** With Conditions* Address of Owner: Fort Worth Water Department 1000 Throckmorton St., Fort Worth, Texas 76102 Location of Permit Area (Address or Legal Description): Nearest Stream: Village Creek/Lake Arlington Rosedale & East Loop 820 at the Exelon Power Plant (Handley) on Lake Arlington PURPOSE OF REQUEST: D Building Permit D Excavation D Grading D Filling D Paving BRIEF DESCRIPTION OF PROPOSAL (Attach separate sheet if needed): D Dredging or Mining D Drilling Operations X Utility Construction D Other This utility project (City designated Emergency Project) consists of the rehabilitation of sewer main M-244B from Sta. 130+34 (Willard Rd. & Quail Ln.) to Sta. 89+00 (located west of Lake Arlington Dam). There was a major sewer line break located under the lake this spring which has been isolated upstream at the manhole (Sta. 122+78) and downstream at the manhole (Sta. 91 +34). (See attached exhibit) The existing sewer main from Sta. 89+00 to Sta. 91+34 and from Sta. 130+34 to Sta. 123+85 (new manhole) will be rehabilitated by slip lining. The existing line segments between Sta. 91+34 and Sta. 116+65 (new manhole) will be rehabilitated using slip lining. The slip lining process requires insertion pit excavations. These excavations will be done in the vicinity of the existing manholes, all of which will be removed and replaced as part of the project. There is one segment of pipe (approximately 720 LF long) that will be constructed by open cut methods in order to realign the sewer main away from the lake bank and to bypass the sewer main plug at Sta. 122+ 78. None of the work associated with the rehabilitation of these portions of M-244B is expected to change preconstruction contours or drainage patterns within waters of the United States (U .S) and we do not anticipated that waters of the U.S. will be affected in any significant or permanent way . The proposed project area will be limited to the minimum amount necessary for the rehabilitation construction of this pipeline. COMPLETE APPLICABLE QUESTIONS: 78,720 acres. 1. 3 . Total drainage area of watercourse Has site previously flooded? X Yes D No 5 . Is safe access available during times of flood? X Yes 2 . Regulatory flood elev . 564 feet 4 . Is site subject to flooding? X Yes D No D Unknown 6 . Is the proposal within the designated floodway? X Yes D No D Unknown D Not available. D No 7 . Have all necessary prior approval permits been obtained from federal, state or local governmental agencies? D None Required D Yes X No -We are currently applying for Nationwide Permit 12 with USACE (PCN will be provided as record) ATTACH THE FOLLOWING IF APPLICABLE: ·. 1. Two (2) sets scale drawings showing location , dimensions , elevations of existing and proposed topographic alterations, existing and proposed structures, location relative to floodplain area . 2 . Extent to which watercourse or natural drainage will be altered or relocated . 3 . Supporting hydraulic calculations , reports , etc ., used as a basis for proposed improvements . 4. Lowest floor elevation (including basement) of all proposed structures . 5. Elevation to which any non-residential structure shall be flood proofed . 6 . Certification by registered professional engineer or architect that flood proofing criteria are met as set forth in Section 7-347 , Sub-Section b, Ordinance No 11998 . DURING THE OCCURRENCE OF A 100-YEAR FREQUENCY FLOOD WILL THE Info. Not PROPOSAL: Yes No Available 1. Reduce capacitv of channels/floodwavs/watercourse in floodplain area? X 2 . Measurably increase flood flows/heights/damage on off-site properties? X 3. Individually or combined with other existing or anticipated development expose adjacent X properties to adverse flood effects? 4 . Increase velocities/volumes of flood waters sufficiently to create significant erosion of X floodplain soils on subject property or adjacent property upstream/downstream? 5. Encroach on floodwav causinq increase in flood levels? X 6. Provide compensatory storage for any measurable loss of flood storage capacity? X FLOODPLAIN DEVELOPMENT PERMIT The City of Fort Worth's Floodplain Permit Program is authorized by Section 7-318 of City Ordinance No. 11998 , adopted June 13, 1995. This permit is required for all development taking place within the area of the 100-yearfloodplain (special flood hazard areas) as shown on the current Flood Insurance Rate Maps and Flood Boundary-Floodway Maps, published by the Federal Emergency Management Agency (FEMA). These maps are available for public inspection in the Engineering Department , Municipal Building, 1000 Throckmorton Street. Failure to obtain a Floodplain Development Permit or violating other provisions of City Ordinance No. 11998 or the conditions described within the permit constitutes a misdemeanor and upon conviction, a person, firm , or corporation could be fined up to one thousand dollars ($1,000) a day for each day that the violation occurs . I understand that the conditions which may be stated for permit approval or the provisions of City Ordinance No . 11998 may be superseded by other provisions of City code or policies . I further understand that this Floodplain Development Permit does not constitute final approval until all development requirements placed on the property have been met. These requirements include, but are not limited to, City construction plan approval, platting and community facilities agreements. This proposal shall be subject to any change in floodplain development policy at the actual time of development. Application is hereby made for a permit to authorize the activities described herein . I hereby certify that I am familiar with the information contained on this application and to the best of my knowledge such information is true and accurate. I further certify that I possess the authority to undertake the proposed activity . I understand that if my application is denied, I have sixty (60) days from the date of such denial to appeal the adverse action to the City Plan Commission. Signature of Applicant or Authorized Agent .., . . OFFICE USE ONLY FLOODPLAIN AREA DEFINED BY : ~FEMA D COE 0 FLOOD STUDIES D HIGH WATER MARKS D OTHER FEMA INS . ZONE k e I FEMA MAP No. If v1 11 t10 t ---71 0 FLOOD ELEV. Cl, cJ GROUND ELEV. FLOOD PLAIN STUDY PLATE NO . FLOOD ELEV. CONDITIONS FOR APPROVAL* OR REASONS FOR DENIAL** •.: I AEA#_ Ll-433-/VJ l8S-l ~ 3 ... M-188 VILLAGE CREEK DRAINAGE BASIN Parcels # 1 &3 Doe# 4433 (SANITARY SEWER REHAB AND IMPROVEMENTS P'....P'~~-......... J.A. CREARY SURVEY, ABSTRACT NO. 269 STATE OF TEXAS § § COUNTY OF TARRANT § CITY OF FORT WORTH PERMANENT SEWER FACILITY EASEMENT DATE : September 17, 2007 GRANTOR: Extex Laporte, LP GRANTOR'S MAILING ADDRESS (including County): c/o Exelon Peaker Development General Exelon BSC Legal GRANTEE: CITY OF FORT WORTH GRANTEE'S MAILING ADDRESS (including County): 1000 THROCKMORTON ST .. 2301 Market Street, S23-1 Philadelphia , PA 19103 FORT WORTH, TARRANT COUNTY, TX 76102 CONSIDERATION: Ten Dollars ($10 .00) and other good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged . PROPERTY: Being one 1 O' wide Permanent Sanitary Sewer Easement and one variable width Permanent Sanitary Sewer Easement out of the J . A Creary Survey , Abstract No . 269 and out of a 265 . 783 acre tract of land as recorded in Volume 15635, Page 383 of the Deed Records of Tarrant County , Texas and being more particularly described by the attached exhibits A and B . Grantor, for the consideration paid to Grantor and other good and valuable consideration , hereby grants, sells, and conveys to Grantee , its successors and assigns , an exclusive , perpetual easement for the construction, operation , maintenance , replacement , upgrade, and repair of a Permanent Sewer Line Facility , hereafter referred to as "Facillty" The Facility includes all incidental underground and aboveground attachments , equipment and PERMANENT SEWER FACI LrTY EASEMENT Rev 7/2006 appurtenances, inc luding , but not limited to manholes , manhole vents , lateral line connections , pipelines, junction boxes in , upon , un der and across a portion of the Property and more fully described in Exhibit "A " attached hereto and incorporated here in fo r all pertinent purposes, together with the right and priv il ege at any and all t imes to enter Property, or any part thereof, for the purpose of constructi ng , opera ting , maintaining , rep lac ing , upgrading , and repa iri ng said Facility In no event shall Grantor (I) use the Property in any manner which interferes in any material way or is inconsistent with the rights granted hereunder, or (II) erect or perm it to be erected with in t he easement property a pe rmanent structure or build ing , including , but not limited to , monument sign , pole sign , billboard, brick or masonry fences or walls or other structures that require a building permit. However, Grantor shall be permitted to maintain any exi sting concrete driveway or road on the Property Grantee shall be obligated to restore the surface of the Property at Grantee's sole cost and expense , including the restoration of any sidewalks , driveways , or similar surface improvements located upon or adjacent to the Easement T ract which may have been removed , relocated , altered , damaged , or destroyed as a result of the Grantee's use of the easement granted hereunder. Provided , however, that Grantee shall not be ob ligated to restore or replace irrigation systems or other improvements installed in vio lation of the provisions and intended use of this Easement TO HAVE AND TO HOLD the above-described easement, together with all and singu lar the rights and appurtenances thereto in anyway belonging unto Grantee , and Grantee 's successors and assigns forever ; and Grantor does hereby bind itself and its successor and assigns to warrant and forever defend all and singular the easement unto Grantee , its successor and assigns , against every person whomsoever lawfully claiming or to claim the same , or any part t hereof. When the context requires , singular nouns and pronouns include the plural . See addendum attached hereto. GRANTOR (S): EXTEX LAPORTE , LIMITED PARTNERSHIP BY : Exelon Peaker Development General , LLC , its general partner BY (OFFICER) ll~! ~ PRINTED NAME :odd D. Cut~ Ronald Zack PRINTED TITLE : Assistant Secretary JO FORM AND LEGALITY of PER MAN EN T SEWER FAC ILI T Y EAS EMENT Rev 7/2006 ACKNOWLEDGEMENT f e.nn5~ I ua m' 4. STATE OF +EXAS . § '-Ph1~dt'&J?itL COUNTY OF "Fn RA~ § ~ . t e.oos '(lua n1Ct. BEFORE ME, the unders ig~ ddorj!y, a Notary Public in and for t he State of~ on this day personally appeared It) ....[) · CL< fl .e. tZ . , known to me to be the same person whose name is subsgibed to the foregoing instrument, and acknowledged to me that the same was the ac! of , 'f;: L~!offefe-L , '12 . and that he/she executed the same as the act of said , . is n S ecJ .... c.+a R-Wd for the purposes and consideration there in expressed and in the capacity therein stad GIVEN UNDER MY HAND AND SEAL OF OFFICE this 3/.h day of ACKNOWLEDGEMENT COMMONWEALTH OF PENNSYLVANIA NOTARIAL SEAL STATE OF TEXAS COUNTY OF TARRANT § § JENNIFER BRODHEIM, Notary Public City of Philadelphia, Ph ila . County My Commission Expires October 29, 2011 BEFORE ME , the undersigned authority, on th is day personally appeared Marc A Ott, known to me to be the person and officer whose name is subscribed to the foregoing instrument, and acknowledged to me that he executed the same as the act and deed of the City of Fort Worth , a municipal co rporation of Tarrant County, Texas, for the purpose and consideration therein expressed and in the capacity therein stated . GIVEN UNDER MY HAND AND SEAL OF OFFICE this / f U(day of I 20 \-IETT\ElANE M'I coMM\SSION EXPIRES July 26 , 20,' AHer recording r·etum to: City of Fort Wor t h Department of Eng ineer ing Real Property Ser v ices 1000 I luockmorton St For t Wor th , IX 76 102 1 emporary Cqnstructi on Ease ll\ent 01 /09/2007 ::: Addendum Before commencing any work on the Property, Grantee wi ll require its contractors to indemnify and hold Granter harmless for any liability therefrom , including without limitation, reasonable attorneys' fees and to maintain at the cost of Grantee or its contractors, a Comprehensive General Liability Policy with combined coverage limits of not less than TWO MILLION AND N0/100 DOLLARS ($2,000 ,000 .00) naming Grantor as additional insured . GRANTOR: ExTex LaPorte, Limited Partnership By: Exelon Peaker Development General, LLC, its general partner Todd D. Cutler, Assistant Secretary I em porary Co nstructio n Easement RP/CG 07/05 APPROVED AS TO FORM AND LEGALITY f1 " n \J\~Jvl,~ ~ Assistant C ity Attorney City Of Fort Worth Real Property Services Engineering Department 900 Monroe Street Suite 302 " Fort Worth Texas 7 6102-630 l VILLAGE CREEK DRAINAGE BASIN SANITARY SEWER SYSTEM REHABILITATION & IMPROVEMENTS PART 1 PROJECT No. P17.3-070173014003 DOENo.4433 EXTEX LAPORTE LP J. A. CREARY SURVEY, ABS. No. 269 EXHIBIT "A" PSSE-1 SITUATED in the City of Fort Worth, Tarrant County, Texas, out of the J A Creary Survey, Abstract No . 269 and being a strip of land out of a tract of land conveyed to EXTEX LAPORTE, LP. by deed as recorded in Volume 15635, Page 383 of the Deed Records of Tarrant County, Texas (DR.TC.T .. ), , said strip being herein more described by metes and bounds as follows: BEGINNING at a point on a westerly property line of the said Extex tract and at the southeast comer of Lot 52R, Block 26 of Carver Heights Addition, being an addition to the City of Fort Wo1th according to the plat recorded in Volume 388-15, Page 206 of the Plat Records of Tarrant County, Texas (PR.T.C.T.), said beginning point also being on the easterly 1ight-of-way of Truman Drive; THENCE, North 00 degrees 04 minutes 41 seconds West, along the said westerly property line of the Extex tract and along the east propelty line of the said Lot 52R, Block 26 a distance of 5 04 feet to .a Point; THENCE, North 82 degrees 53 minutes 43 seconds East a distance of 14 .. 91 to a point on the west edge of an existing 30-foot wide sanitmy sewer easement to the City of Fort Worth by deed recorded in Volume 8345, Page 611 of the Deed Records of Tarrant County, Texas (DR.TCT.); THENCE, South 00 degrees 04 minutes 41 seconds East , along the said easement, 10 08 feet to a point; THENCE, South 82 degrees 53 minutes 43 seconds West a distance of 1491 to a point on the said westerly prope1ty line of the Extex tract and on the said right-of-way; THENCE, North 00 degrees 04 minutes 41 seconds West, along the said prope1ty line and said right-of-way, a distance of 5 .. 04 to the POINT OF BEGINNING; Page 3 VILLAGE CREEK DRAINAGE BASIN SANITARY SEWER SYSTEM REHABILITATION & IMPROVEMENTS PART 1 PROJECT No. P173-070173014003 DOENo.4433 EXTEX LAPORTE LP J. A. CREARY SURVEY, ABS. No. 269 PSSE-1 The proposed Permanent Sanitary Sewer Easement being herein described contains 0.0034 acres (149 square feet) of land I DO HEREBY CERTIFY THAI THE ABOVE LEGAL DESCRIPTION WAS PREPARED FROM PUBLIC RECORDS AND FROM AN ACTUAL AND ACCURATE SURVEY UPON THE GROUND AND THAT SAME IS TRUE AND CORRECT. Company Name: Spooner and Associates, Inc. By&.~ Shaun Spooner Registered Professional Land Surveyor, Texas No .. 4183 Date of Survey: 4-06-04 Revised: 4-04-06 Revised: 4-19-06 Page4 \ \ \ FORT WORTH SEWER MAIN M-188 LO T 52R, BLOCK 2 6 CARVER H E IGH TS A DDITION VO L UME 3 88-15 , PA GE 2 06 P.R.T.C.T . I PERMANENT SANITARY SEWER EASEMENT "PSSE-1" PAGE 5 I EXISTING I \ \ \ \ \ I I I I---PROPERTY LINE __ 30' SS EASEMENT ___ .. , I VOL. 8345. PC . 61 1 D.R.T.C.T. I I I 6' U.E.-t---1 I I I I I CREARY, J A SURVEY ABSTRACT 269 N82 053 •43:•1:.1 .. --1 · 5 ' U.E., -----14,9 -\ __y· G lr- 1~--i -r-, "W EXHIBIT ''.A" EXTEX LAPORTE, LP. VOL. 15635, PG. 383 D.R. T.C. T. I L 1/2"1RF 4 ..... • • 14,91' PERMANENT SANITARY SEWER EASEMENT P .O,B. EXHIBIT ';t\" t~ S82 °~3 • • 10-FOOT WIDE I 0.0034 ACRES (149 Sq . Ft.) O 10' EXISTING R. 0 . W. ---1 20' I QUAIL ROAD I I I GRAPHIC SCALE IN FEET 1" = 10' REVISED 9-20-07 NUMBER DIRECTION DISTANCE I I I SPOONER & ASSOCIATES L1 S00°04'41"E 10.08' L2 N00 °04'41"W 10.08' L3 N00 °04'41"W 5.04' L4 N00 °04'41"W 5.04' PERMANENT SANITARY SEWER EASEMENT "PSSE-1" REGISTERED PROFESSIONAL LAND SURVEYORS 7417 CONTINENTAL TRAIL DA TE 0 4-06-04 JOB NO . 1098 N RICHLAND HILLS TX 76180 ACAD FILE: 817-281-2355 1098-EASEM ENTS VILLAGE CREEK DRAINAGE BASIN SANITARY SEWER SYSTEM REHABILITATION & IMPROVEMENTS PART 1 PROJECT No. P173-070173014003 DOENo.4433 EXTEX LAPORTE LP J. A. CREARY SURVEY, ABS. No. 269 e EXHIBIT ".J(" PSSE-3 SITUATED in the City of Fort Worth, Tarrant County, Texas, out of the J. A. Creary Survey, Abstract No . 269 and being a strip of land out of a tract of land conveyed to EXTEX LAPORTE, LP. by deed as recorded in Volume 15635, Page 383 of the Deed Records of Tarrant County, Texas (DRTCT.),, said strip being herein more described by metes and bounds as follows: BEGINNING at a point on a northerly property line of the said Extex tract and on the south property line of Lot A, Block lR, Rosedale Industrial Tract, being an addition to the City of Fort Worth according to the plat recorded in Volume 388-98, Page 13 of the Plat Records of Tarrant County Texas (P RT.C T ), said beginning point being located South 49 degrees 00 minutes 16 seconds West 54 .76 feet from a westerly property comer of the said Extex tract, said point also being the most easteily southeast p10perty corner of the said Lot A; THENCE, South 00 degrees 41 minutes 34 seconds East a distance of 477 .60 to a Point; TIIENCE, South 60 degrees 18 minutes 47 seconds East a distance of 83 .82 to a Point; TIIENCE, South 29 degrees 41 minutes 13 seconds West a distance of 33 .00 to a Point on a south property line of the said Extex tract, said point being at the northeast property corner of Lot 14R, Block 26 of Carver Heights Addition, being an addition to the City of Fort Worth according to the plat recorded in Volume 388-15, Page 599 of the P .RT.CI.; THENCE, North 60 degrees 18 minutes 47 seconds West, along the south property line of the said Extex tract and along the north property line of the said Lot 14R a distance of 10 00 to a Point; TIIENCE, North 29 degrees 41 minutes 13 seconds East a distance of 18 .00 to a Point; THENCE, North 60 degrees 18 minutes 47 seconds West a distance of 8242 to a Point; TIIENCE, North 00 degrees 41 minutes 34 seconds West a distance of 473 47 to a Point; TIIENCE, North 49 degrees 00 minutes 16 seconds East a distance of 19 .67 to the POINT OF BEGINNING; Page 3 VILLAGE CREEK DRAINAGE BASIN SANITARY SEWER SYSTEM REHABILITATION & IMPROVEMENTS PART 1 PROJECT No. P173-070173014003 DOE No. 4433 EXTEX LAPORTE LP J. A. CREARY SURVEY, ABS. No. 269 PSSE-3 The proposed Permanent Sanitary Sewer Easement being herein described contains 0.0266 acres (1,160 square feet) of land . I DO HEREBY CERTIFY THAT THE ABOVE LEGAL DESCRIPTION WAS PREPARED FROM PUBLIC RECORDS AND FROM AN ACTUAL AND ACCURATE SURVEY UPON THE GROUND AND THAT SAME IS TRUE AND CORRECT . Company Name: Spooner and Associates, Inc. By /L~ Sharm Spoone~ " Registered Professional Land Surveyor, Texas No . 4183 Date of Survey: 4-06-04 Revised: 4-04-06 Revised: 4-19-06 Page4 FORT WORTH SEWER MAIN M-188 PERMANENT SANITARY SEWER EASEMENT "PSSE-3" PAGE 5 LOT A, BLOCK 1 R ROSEDALE INDUSTRIAL TRACT VOLUME 388 -98, PAGE 13 / PRTCT / ___ / EXHIBIT "A" VARIABLE WIDTH / / / PERMANENT SANITARY SEWER EASEMENT 0 .1982 ACRES (8,635 Sq . Ft.) CREARY, J A SURVEY ABSTRACT 269 TRACTS 1 D, 1 E, 2F & 9A NUMBER DIRECTION L1 s29°41·13·w L2 N60 °18'47"W L3 N29°41'13"E L4 N49°00'16"E L5 S49°00'16'W 0 DISTANCE 33.00' 10.00' 18.00' 19.67' 54.76' 80' 160' EXTEX LAPORTE, LP. VOL .. 15685, PC.. 888 D . .R..T.C.T . GRAPHIC SCALE IN FEET 1" = 80' LOT 10 BLOCK 26 --- LOT 11 I Bfg~K,~6 /N60°18'47"W, I BLOCK 26 / TRUMAN DRIVE {50 ROW) I 82.42' LOT 13 / BLOCK 26 SPOONER & ASSOCIA~ REGISTERED PROFESSIONAL LAND SURVEYORS LOT 14R BLOCK 26 7417 CONTINENTAL TRAIL N RICHLAND HILLS TX 76180 817-281-2355 REVISED 9-20-07 DATE 04-06-04 JOB NO. 1098 ACAD FILE: 1098-EASEMEN TS CLOYDEJORDAN FTW REAL PROPERTY SRVS 900 MONROE 302 FTW TX 761026319 1 2-~ 1 -J 7 AO 3 : 1 7 I N Submitter: CITY OF FORT WORTH/REAL PROPERTY -001 ZCFVI SUZANNE HENDERSON TARRANT COUNTY CLERK TARRANT COUNTY COURTHOUSE 100 WEST WEATHERFORD FORT WORTH, TX 76196-0401 DO NOT DESTROY WARNING -THIS IS PART OF THE OFFICIAL RECORD. 11/27/2007 04:20 PM D207420534 PR 11 PGS I lllllll llll 111111111111111 111111111 111111111111111 IIII IIII D207420534 $52.00 ANY PROVISION WHICH RESTRICTS THE SALE, RENTAL OR USE OF THE DESCRIBED REAL PROPERTY BECAUSE OF COLOR OR RACE IS INVALID AND UNENFORCEABLE UNDER FEDERAL LAW. Printed by: WD M & C: ----DATE ___ _ AGENT Ll:lc!Y D O E 5 ~ -~---~ AEA # M-188 VILLAGE CREEK DRAINAGE BAS IN Parcels# 2&3 Doe# 4433 (SANITARY SEWER REHAB & IMPROVEMENTS PART 1 --~~-- J .A. CREARY SURVEY, ABSTRACT NO .. 269 CITY OF FORT WORTH TEMPORARY CONSTRUCTION EASEMENT DATE: September 17, 2007 GRANTOR: EXTEX LAPORTE, LP GRANTOR'S MAILING ADDRESS (including County): c/o Exelon Peaker Development General Exelon BSC Legal GRANTEE : CITY OF FORT WORTH GRANTEE 'S MAILING ADDRESS (includ ing County): 1000 THROCKMORTON ST. 2301 Market Street, S23-1 Ph il ade lphia , PA 19103 FORT WORTH, TARRANT COUNTY, TX 76102 CONSIDERATION : Ten Dollars ($10.00 ) and other good and valuable cons ideration , the rece ipt and sufficiency of wh ich is hereby acknowledged . PROPERTY: Being two variable width Tempo rary Construction Easements out of the J . A Creary Survey , Abstract No . 269 and out of a 265 .783 acre tract of land as recorded in Volume15635 , Page 383 of t he Deed Records of Tarrant County, Texas and be ing more particularly described in the attached exhibits A and B . Granter, for the consideration paid to Granter, hereby grant, bargain and convey unto Grantee , its successors and assigns , the use and passage in , over, and across , be low and a long the easement situated in Tarrant County, Texas , in accordance w ith the description hereto attached as Exhibit "A", and ingress and eg ress over Grantor's property to easement as shown on Exh ibit "B". It is further agreed and unde rstood that Grantee will be permitted the use of sa id easement for the purpose of construct ing, operati ng , ma i nt aining , replacing , upgrading and repair ing a sanitary sewer line . Upon complet ion of improvements and it s acceptance by Grantee , all rights g ranted wi t hin the described Temporary Construction Easeme nt shall cease. I emporary Constructio n Eas ement 01/09/200 7 TO HAVE AND TO HOLD the above described easement, together with , all and singular, the rights and appurtenances thereto in anyway belonging unto Grantee, and Grantee 's successors and assigns until the completion of construction and acceptance by Grantee Granter hereby bind themselves , their heirs , successors, and ass igns , to warrant and defend , a ll and singular, said easement unto Grantee, its successors and assigns , against every person whomsoever lawfully claiming or to claim the same , or any part thereof See addendum attached hereto. GRANTOR (S): EXTEX LAPORTE , LIMITED PARTNERSHIP BY: Exelon Peaker Development General, LLC, its general partner BY (OFFICER):_]_~~· ~-~---- PRINTED NAME: Todd D. Cutler or Ronald Zack PRINTED TITLE : Assistant Secretary FORM AND LEGALITY Assistant City Attorney ACKNOWLEDGEMENT ...'.? e.nns'{k)Q 11: a_ STATE OF~ § . ilii(laa~hZa.. COUNTY OF +ARRA § ,t;) • ienn6 ~ { ua n l' a BEFORE ME, the undersi~d ~~hority, a Not~ry Public in and for the State of +e><Js, on this day personally appeared / Dd_d_ <P . C Li fL.e. I{ , known to me to be the same person whose name is subscribed to th foregoing instrument, and acknowledged to me that the same was the act of .-<.. , f . and that he/she executed the same as the act of said · for the purposes and consideration therein expressed and in the capacity therein tated . GIVEN UNDER MY HAND AND SEAL OF OFFICE this 6-#z._ day of _7],__o_u e._n1~b~-e.~1<~-· 2012.7 1 emporary Construction Easement 0 1/09/2007 ACKNOWLEDGEMENT ST ATE OF TEXAS § COUNTY OF TARRANT § BEFORE ME , the undersigned authorit y, on th is day persona ll y appeared Marc A Ott , known to me to be the person and officer whose name is subscribed to the foregoing instrument, and acknowledged to me that he executed the same as the act and deed of the City of Fort Worth, a mun icipal corporati on of Tarrant County , Texas , for the purpose and consideration therein expressed and in t he capacity there in sta ted . ,-;ar. GIVEN UNDER MY HAND AND SEAL OF OFFICE this .l!!__ day of HETII ELANE MY COMMISSI ON EXPIR ES July 26 , 2011 A fter r·ecording return to: C ity of Fox t Worth De pa rtment of En gineeri ng Re a l Pro p erty Servi ces 1000 1 hrockmorton St Fort Worth , TX 76102 Tem porary Construc tion Ease ment 01109n oo1 Addendum Before commencing any work on the Property, Grantee will require its contractors to indemnify and hold Grantor harmless for any liability therefrom, including without limitation, reasonable attorneys' fees and to maintain at the cost of Grantee or its contractors , a Comprehensive General Liability Policy with combined coverage limits of not less than TWO MILLION AND N0/100 DOLLARS ($2 ,000 ,000 .00) naming Grantor as additional insured . GRANTOR: ExTex LaPorte, Limited Partnership By: Exelon Peaker Development General, LLC, its general partner od D. Cutler, Ass istant Secretary l emporary Construc tion Easemen t RP/CG 07/05 APPROVED AS TO FORM AND LEGALITY vMJ!iJ,. K~ Assistant City Attorney VILLAGE CREEK DRAINAGE BASIN MAIN 188 EMERGENCY SANITARY SEWER REHABILITATION EXTEX LAPORTE LP J .. A. CREARY SURVEY, ABS .. No .. 269 EXHIBIT "A" TCE-2 SITUATED in the City of Fort Wotth and being a variable width Tempora1 y Constmction Easement out of the T. A. Cr eary Survey, Abstract No 269 and out of a 265 .783 acre tract of land conveyed to Extex Lapo1 t e Limited Partnership by warranty deed as recorded in Volume 15635, Page 383 of the Deed Records of Ian ant County, Texas (DR.I .C.T.), said variable width Temporary Constrnction Easement being herein more particularly described by the following m etes and bounds and as illustrated on the attached plat exhibit TCE-2: BEGINNING at a point on a southwest property line of the said Extex Laporte tract, said b eginning point being at the northwest property comer Lot 18, Block 26 , Carver Heights being an addition to the City of Fort Worth according to the plat as recorded in Volume 3 88-6, Page 96 of the Plat Records of 1 arrant County, I exas (P .. R . T C . I ), said beginning point also being at the northeast prope1ty corner of "Tract A", Carver Heights being an addition to the City of Fort Wo1 th according to the plat as recorded in Volume 388-15, Page 206 of the PR I CI.; THENCE North 60 °46'54" West, along the n01th property line of the said "Tract A", a distance of 198 .54 feet to a point; THENCE North 29°41'13" East a distance of 14 29 feet to a point; THENCE North 60 °18'47" West a distance of 83 82 feet to a point; THENCE North 00 °41'34" West a distance of477 60 feet to a point; THENCE North 49°00'16" East a distance of32 78 feet to a point; THENCE South 00°41 '34" East a distance of 484 48 feet to a point; THENCE South 60 °18'47" East a distance of 69 50 feet to a point; THENCE North 29°41'13" East a distance oflO 72 feet to a point; THENCE South 60 °46'54" East a distance of 198 .52 feet to a point; THENCE South 59°52'30" East a distance of 138243 feet to a point; THENCE South 54 °54'24" East a distance of 154 69 feet to a point; THENCE South 03 °11 '10" East a distance of 19239 feet to a point; Page 3 of 5 VILLAGE CREEK DRAINAGE BASIN MAIN 188 EMERGENCY SANITARY SEWER REHABILITATION EXTEX LAPORTE LP J. A. CREARY SURVEY, ABS .. No .. 269 THENCE South 00 °37 '2 5" East a distance of 545 .24 feet to a point; THENCE South 82°26'33" West a di stance of 10.26 feet to a point; THENCE South 00°32'44" East a distance of 125 J9 feet to a point; TCE-2 THENCE South 82 °20'59" West a distance of 14 .65 foet to a point on the westerly property line of the said Extex tract, said point being on the east property line of the said Block 26, Carver Heights; THENCE N01th 00 °37'25" West, along the said property lines , a distance of 67137 feet to a point; THENCE North 03 °11'10" West, continuing along the said property line s , a dista nce of 128 69 feet to a point; THENCE N01th 24°17'20" West, continuing along the said property lines, a distance of29.55 feet to a point; THENCE North 54 °54'24" West, continuing along the said property lines, a distance of 146 .58 feet to a point; THENCE Notth 59 °52'30" West, continuing along the said property lines, a distance of 1379 .86 feet to the POINT OF BEGINNING containing 2 .770 acres of land more or less .. *SURVEYORS CERTIFICATE* TO ALL PARTIES INTERESTED IN TITLE TO THE PREMISES SURVEYED, I DO HEREBY CERTIFY THAI THE ABOVE LEGAL DESCRIPTION WAS PREPARED FROM PUBLIC RECORDS AND FROM AN ACTUAL AND ACCURATE SURVEY UPON THE GROUND AND THAT SAME IS TRUE AND CORRECT . Surveyors Name: Eric Shaun Spooner Registered Professional Land Surveyor, I exas No. 5922 Date of Survey: 9-12-07 Revised 9-19-07 1--' or <.S· .. r_ r,,. "-· 15Tt' -.. ,_1- ~' ~'<.-G .-1,<'o '-r\]1 ~, ::q1c S SPOOi'IER \ "' ~922 --· ( 1'0 "'..,.. <i- ·~ .Ff~;:;\G.· 0 ~~ Page 4 of 5 0 300' 600' ROSEDA LE INDU STR IAL TRACT LOT A, BLOC K / GRAPHIC SCALE IN FEET 1" = 300' 'f( A ~25D' ~I~ 7 417 CONTIN ENT A L TRL DATE : 8-29-07 N RICHLAND HILLS , TX 76 180 DRA WN BY : C .S. PH (8 17) 281-2355 CHECKED BY: ES .S FAX {817) 281-1389 JOB No . 1605 ~ w..- 1 1 VAR IABLE WIDTH PERMA NENT 1 1 SANI TARY SEWER EASE MEN T I PER OTHER EASEMENT ..!.:!:._ 11 f·'r I ll08 FORT WORTH SEWER MAIN M188 TEMPORARY CONSTRUCTION EASEMENT "TCE-2" SHEET 5 OF 5 / /u ,,i9 J. A. CREARY SURVEY ! IL2 1 I ....... C> ABS N 269 ~LL / / 1 (7-P.0.8. C)' • o. h~ ' /c, 1 !!5 ':' /vj EXTEX LAPORTE LIMITED ''Z.,J f '\, I /'1-. '' PARTNERSHIP / "-/; /"-:_/--JI//)--', 265.783 ACRES (DEED) # '-.z,l I j"·/"-·,,, .. ,1_ I !'1 ,'-..!:10 VOL. 15635, PG. 383 TRAC T A .. ·--(/ / /">,,'-{--!_ 1 s/~ ', D.R.T.C.T. CARVER HEIGHTS '--(_ /;:, >·.. '·-z t o)<!/",../ '- VOLUME 388-15 PAG E 206 -.!_ / )-J:' C',t-_/ '-'- p RT c T ··-. -l:_'o< /c;-;·-1.if,/ -J<o// , '....._ VARIABLE WIDTH TEMPORARY ~(;ti(( /?"tR 'f:.-l)1r;~-1 1 / ~/ , , r coNsTRucT10N EASEMENT ;:; ~&a '1-/0,>.._z -_,_----( // /' '-'-l 2. 770 ACRES fr~"; ~:r~>~~~/' z ',~~ <....__/ "I, <<o 1 , ,,I\, I ., I \ IN \ ... J~ I~ ,.--' . . (__. --L_!_§.-t \ ,.\ \_.. ./ I \~~/\ \---__ _:1 r-25 .o' \---j \/ _,r--J I~ I J ,----~-~ i--.J 1 O' WIDE PERMANENT ·-' ' _. I SANIT AR Y SEWER EASEMENT \ I PER OTHER EA SEMEN T F \ \----\ \-1 I \ I L___.-J . _J Rf>J,l.t.'i f,..V(G I~---: \ --- \ \ L' L14 I . i"'-L15 . I 1,, L1 6 _J I I I 30' WIDE SANITARY ~ I I I SEWER EASEMENT TO ~ THE CITY OF FTW O II I NUMBER DIRECTION DISTANCE L1 N6D0 46'54"W 198.54' L2 N29"41'13"E 14.29' L3 N60' 18' 47"W 83.82' L4 Noo·41 '34"w 477.60' L5 N49'00'16"E 32.78' L6 soo· 41 '34"E 484.48' L7 S60"18 '47"E 69 .50' L8 N29"41 '13 "E 10 .72' L9 S60"46'54"E 198.52' L10 S59"52'30"E 1382.43' L 11 s54•54'24"E 154.69' L12 S03' 11 '1 O"E 192.39' L13 soo· 37'25"E 545.24' L14 s32·25'33"w 10.26' L15 S00'32'44"E 125.39' L16 s32·20'59"w 14.65' L17 Noo·37'2s"w 671.37' L18 N03'11'10"W 128.69' L19 N24" 17'20"W 29.55' L20 N54"54'24"W 146.58' L21 N59"52'30"W 1379.86' VO L. 8345 , PG 6 1 1 ---ri r---- 0 R T .C .. T ! . TEMPORARY CONSTRUCTION EASEMENT "TCE-2" J;:;: .. '. VILLAGE CREEK DRAINAGE BASIN MAIN 188 EMERGENCYSAl~ITARY SEWER REHABILIIATION EXTEX LAPORTE LP J. A .. CREARY SURVEY, ABS .. No .. 269 EXHIBIT"~" TCE-3 SITUATED in the City of Fort Wo1th and being a variable width Temp01ary Constrnction Easement out of the J . A Creary Survey, Abstract No . 269 and out of a 265 783 acre tract of land conveyed to Extex Laporte Limited Pattnership by wananty deed as recorded in Volume 15635 , Page 383 of the Deed Records of Tanant County, Texas (DR I .C .T ), said va1iable width I emporary Construction Easement being herein more particularly described by the following metes and bounds and as illustrated on the attached plat exhibit TCE-3 : BEGINNING at a point on a southwest property line of the said Extex Lap01te tract, said beginning point being on the northeast prope1ty line of Lot 13, Block 26, Catver Heights being an addition to the City of Fort Worth according to the plat as recorded in Volume 388-6, Page 96 of the Plat Records of Tarrnnt County, I exas (P . .R LC. L), said beginning point being located North 60°10'55" West, a distance of 13 .02 feet from the northeast property comer of said Lot 13 and the northwest p1operty comer of "Tract A", Carver Heights being an addition to the City of Fort Wmth according to the plat as recorded in Volume 388-15 , Page 206 of the PR TC I; THENCE Notth 60°10'04" West a distance of28 .. 98 feet to a point; 1HENCE North 00 °41'34" West a distance of437 61 feet to a point; THENCE North 48°59'50" East a distance of32 .78 feet to a point; THENCE South 00°41'34" East a distance of47347 feet to the POINT OF BEGINNING containing O .261 acres of land more 01 less . *SURVEYORS CERTIFICATE* TO ALL PARTIES INTERESTED IN TITLE IO THE PREMISES SURVEYED, IDO HEREBY CERTIFY THAT THE ABOVE LEGALDESCR1PIIONWAS PREPARED FROM PUBLIC RECORDS AND FROM AN ACTUAL AND ACCURATE SURVEY UPON THE GROUND AND THAT SAME TS TRUE AND CORRECT . Swveyors Name: Eric Shaun Spooner Registered Professional Land Smveyor, Texas No 5922 Date of Survey : 9-12-07 Revised 9-19-07 Page 3 of4 0 '_.I),', I ' NUMBER L1 L2 L3 L4 LS DIRECTION DISTANCE N60.18'47"W 28.98' Noo·41 '34"W 437.61 ' N48°59'50 "E 32.78' S00'41'34"E 473.47' N60'18'47 "W 14.14' ROSEDALE INDUSTRIAL TRACT LOT A BL OCK 1 R / 100' 200' GRAPHIC SCALE IN FEET 1" = 100' 7417 CONTINENTAL TR DATE: 8-29-07 N RIC HLAND HILLS. TX 76180 DRAWN BY: C.S. PH (817)281-2355 CHECKED BY : ES .S. FAX [817) 281-1389 JOB No 1605 FORT WORTH SEWER MAIN M188 TEMPORARY CONSTRUCTION EASEMENT "TCE-3" SHEET 4 OF 4 TEMPORARY CONSTRUCTION EASEMENT "TCE-3" '12 -2 1 -)7 f..03 :1 7 I N 1 2-2 1 -0 7 ; -: ,•; CLOYDEJORDAN FTW REAL PROPERTY SRVS 900 MONROE 302 FTW TX 761026319 Submitter: CITY OF FORT WORTH/REAL PROPERTY -001 ZCFV\ \ SUZANNE HENDERSON TARRANT COUNTY CLERK TARRANT COUNTY COURTHOUSE 100 WEST WEATHERFORD FORT WORTH, TX 76196-0401 DO NOT DESTROY WARNING -THIS IS PART OF THE OFFICIAL RECORD. 11/27/2007 04:20 PM 0207420535 QPR 10 PGS 111111111111111111 IIIII II I IIIII IIIII IIIII IIII IIII D207420535 $48.00 ANY PROVISION WHICH RESTRICTS THE SALE, RENTAL OR USE OF THE DESCRIBED REAL PROPERTY BECAUSE OF COLOR OR RACE IS INVALID AND UNENFORCEABLE UNDER FEDERAL LAW. Printed by: WO M&C:--~--D~E----- AGENT to @ DO E#~ AEA# 4~ 3 ~~~-(0-rif~~?-~~,( ,• · · · · }~ :_ ·· .. ·:.-.-·:1 G' .. ~'.·r-!" ;y_.-f .. ~· M-2448 VILLAGE CREEK DRAINAGE BASIN Parcel# 1 Doe# 4433 {EMERGENCY SANITARY SEWER REHAB) J.A. CREARY SURVEY, ABSTRACT NO. 269 ;i' {. - STATE OF TEXAS COUNTY OF TARRANT § § § KNOW ALL MEN BY THESE PRESENTS CITY OF FORT WORTH PERMANENT SEWER FACILITY EASEMENT DATE: September 17, 2007 GRANTOR: Extex Laporte, LP GRANTOR 'S MAILING ADDRESS (including County): c/o Exelon Peaker Development General Exelon BSC Legal GRANTEE: CITY OF FORT WORTH GRANTEE 'S MAILING ADDRESS (including County): 1000 THROCKMORTON ST .. 2301 Market Street, S23-1 Philadelphia , PA 19103 FORT WORTH, TARRANT COUNTY, TX 76102 CONSIDERATION: Ten Dollars ($10.00) and other good and valuable consideration , the receipt and sufficiency of which is hereby acknowledged . PROPERTY: Being a 20' wide Permanent Sanitary Sewer Easement out of the J . A Creary Survey , Abstract No . 269 and out of a 265 783 acre tract of land as recorded in Volume 15635, Page 383 of the Deed Records of Tarrant County , Texas and being more particularly described by the attached exhibits A and B . Granter, for the consideration paid to Granter and other good and valuab le consideration, hereby grants , sells, and conveys to Grantee , its successors and assigns , an exclusive , perpetual easement for the construction , operation, maintenance, replacement, upgrade, and repair of a Permanent Sewer Line Facility, hereafter referred to as "Facility" The Facility includes all incidental underground and aboveground attachments , equipment and PERMANENT SEWER FACILITY EASEMENT Rev 7/2006 appurtenances , including , but not limited to manholes , manhole vents, lateral line connections , pipeli nes, junction boxes in , up on , unde r and across a port ion of t he Property and more fully described in Exh ib it "A" attached he reto and i ncorporated herein fo r all pertinent purposes , together with the right and privilege at any and all times to ente r Property , or any part thereof, for the purpose of constructing , operat ing , ma inta ining , replacing , upgrading , and repa iring said Facility In no event shall Granter (I) use the Property in any manner which interferes in any materia l way or is incons istent with the rights granted hereunder, or (II) erect or permit t o be erected within the easement property a permanent structure or build ing , includ ing , but not limited to , monument sign , pole sign , billboard , brick or masonry fences or wa ll s or other structures that require a building permi t However, Granter shall be permitted to mainta in any exi sting concrete driveway or road on the Property . Grantee shall be obligated to restore the surface of the Property at Grantee's sole cost and expense, including the restoration of any sidewalks , driveways, or similar surface improvements located upon or adjacent to the Easement T ract which may have been removed, relocated , altered , damaged, or dest royed as a result of the Grantee's use of the easement granted hereunder . Provided, however, that Grantee shall not be obliga ted to restore or replace irrigation systems or other imp rovements inst alled in v iolation of the provisions and intended use of th is Easement. TO HAVE AND TO HOLD the above-described easement , together with all and singular the rights and appurtenances thereto in anyway belonging unto Grantee, and Grantee 's successors and assigns forever; and Granter does hereby bind itself and its successor and ass igns to warrant and forever defend all and singular the easement unto Grantee , its successor and assigns , against every person whomsoever lawfully claiming o r to cla im the same , or any part thereof . When the context requires , singular nouns and pronouns include the plural. See addendum attached hereto. GRANTOR (S): EXTEX LAPORTE , LIMITED PARTNERSHIP BY: Exelon Peaker Development General , LLC , its general partner BY (OFF ICER): _j_'o_U_J: _____ ~-~--- PRINTED NAME: Todd D. Cut ler or Ronald Zack PRINTED TITLE : --'AC-'s"""s'-'-is~t=an--'t~S~e~c_re~t~ary_.__ __ FORM AND LEGALITY · of Fort Worth ,/} Ass istant Cit y Attorney PERMAN ENT SEW ER FAC ILITY EA S EMENT Rev 7/2006 ACKNOWLEDGEMENT ftm s~ I uaf t i a- sT A TE oF ~ i,,.h § couNTY oF T+-~M!!r,i1a.. § J ) r.enns~ lull fl cC<.- BEFORE ME, the undersigned aut ority , a Nota!)' Public in and for t he State of~ on this day personally appeared ~ J), · , known to me to be the same person whose name is s0:J.scribed to the oregoing instr ument, and acknowledged to me that the same was the act of · L . · and that he/she executed the same as the act of sa id for the purposes and co ns ideration therein expressed and in the capacity therei ( i ST A TE OF TEXAS § -.,L-+~;___~...:,:a-n._d .... fo.;..r.,;th,,c....e.:....:S=t ...... a'""'te"""o'""f-'~'---'nn n ~ f / u1u1111...J I ACKNOWLEDGEMENT COMMONWEALTH OF PENNSYLVANIA NOTARIAL SEAL JENNIFER BRODHEIM, Notary Public City of Philadelphia, Phila . County. My Commission Expires October 29 , 20 a , , '''1,,. -~:,, ..... ~·;{:~~·-:~-~j .. t~J ~::"'"1o1 -I·· .... l'"') •. · ••• • • .. 0 .. ·-....:l ' ,,. I .;, ~; •' ''T',i 'o,, -. .. ~, j ~:'"\a ,• ,\,.!.f'~ <>'.,• ,i.J ~'!;. I ·· COUNTYOFTARRANT § · .. ·.· ft/.i,;'~i@)[ BEFORE ME , the undersigned authority , on this day personally appeared MarC;.A'. Ott," / . .··(·,, ;i, ~i known to me to be the person and officer whose name is subscribed to the :fore~'qtq i{0 :'.'?(~~~:.~ ... :?/ i: instrument, and acknowledged to me that he executed the same as the act and deed of th"e-·.¢,~ty,·'f;::~~· }S:;,,/'" [ of Fort Worth , a municipal corporation of Tarrant County, Texas , for the purpose:·an,~·::0·;~1~:i.,-;i\_"'. _"--·:'l consideration therein expressed and in the capacity therein stated . ~-,"~7 :,:·.;::·'.'::.:::::':.:-.:::::::::.;:;~;.::::.t::~·-- GIVEN UNDER MY HAND AND SEAL OF OFFICE this --~/~L/_' 4Jr-_~ _· __ day of HETII ELA NE MY COMMISS ION EXPIRES July 26 , 2011 PE RMANEN T SEWER FAC ILI TY EASEM ENT Rev 7/2006 Addendum Before commencing any work on the Property, Grantee w ill require its contractors to indemnify and hold Granter harmless for any liability therefrom, including without limitation , reasonable attorneys' fees and to maintain at the cost of Grantee or its contractors , a Comprehensive General Liability Policy wi t h combined coverage limits of not less t han TWO MILLION AND N0/100 DOLLARS ($2 ,000 ,000 .00) naming Granter as additional insured . GRANTOR: ExTex LaPorte, Limited Partnership By: Exelon Peaker Development General, LLC, its general partner Todd D . Cutler, Assistant Secretary Temporary Constru ction Easement RPICG 0110 5 APPROVED AS TO FORM AND LEGALITY ~~~~,v Assistant City Attorney City Of Fort Worth Real Property Services Engineering Department 900 Monroe Street Suite 302 Fort Worth Texas 76102-6302 VILLAGE CREEK DRAINAGE BASIN MAIN 244B EMERGENCY SANITARY SEWER REHABILITATION EXIEX LAPORTE LP J .. A. CREARY SURVEY, ABS. No .. 269 EXffiBIT "A" PSSE-1 SITUATED in the City ofF01t Worth and being a 20' wide Permanent Sanitaiy Sewer Easement out of the J. A. Creary Survey, Abstract No .. 269 and out of a 265 .783 acre tract ofland conveyed to Extex Laporte Limited Partnetship by warranty deed as recor ded in Volume 15635, P age 383 of the Deed Records of Iatrant County, I exas (D .R .LC.I.), said 20' wide Permanent Sanitary Sewer Easement being herein more patticularly described by the following metes and bounds and as illustrated on the attached plat exhibit PSSE-1: COMMENCING at a Yi " iron rod with cap stamped "Brit&Craw" found at a west property corner of the said Extex Laporte ttact, said commencing point also being located South 00 °26'15" East a distance of 7 59 .92 feet from a Y:z" iron rod with cap stamped "Brit&Craw" found at the southeast property comer of Lot 52-R, Block 21 , Catver Heights being an addition to the City of Fort Worth according to the plat as recorded in Volume 3 88-15 , Page 206 of the Plat Records of I an ant County, Texas (PR IC T .), said commencing point a lso being on the east right-of-way line of Quail Road; THENCE North 00 °26'15" West, along the said prope1ty line and along the said tight-of-way line, a distance of33 .09 feet to a point on the notth edge of an existing 20' wide permanent utility eas ement to the City of Fort Worth by deed as rec01ded in Volume 9339, Page 2266 of the D.RT .C .I; THENCE South 89°16'57" East, along the said n01th edge of the 20'wide utility easement, a distance of753 .81 feet to the POINT OF BEGINNING; THENCE No1th 80°32'34" East a di s tance of 634 .. 89 feet to a point on the east prope1ty line of the said Extex Laporte ttact, said point being on a west boundary line of a tract ofland owned by the City of Arlington commonly known as Lake Arlington; THENCE South 55 °56'08" West, along the said property line and boundaty line, a distance of 48 03 feet to a point; THENCE South 80°32'34" West a dist ance of 398 28 feet to a point on the said north edge of the 20' wide utility easement; THENCE South 85 °53'07" West, along the said north edge of the 20 'wide utility easement, a distance of 161 14 fe et to a point; Page 3 of 5 VILLAGE CREEK DRAINAGE BASIN MAIN 244B EMERGENCY SANITARY SEWER REHABILITATION EXTEX LAPORTE LP J .. A. CREARY SURVEY, ABS. No .. 269 PSSE-1 THENCE South 89°16'57" West, along the said north edge of the 20' wide utility easement, a distance of 32 .88 feet to the POINT OF BEGINNING containing 0241 acres of land more ox less *SURVEYORS CERTIFICATE* TO ALL PARTIES INTERESTED IN TITLE TO THE PREMISES SURVEYED, I DO HEREBY CERTIFY THAT THE ABOVE LEGAL DESCRIPTION WAS PREPARED FROM PUBLIC RECORDS AND FROM AN ACTUAL AND ACCURATE SURVEY UPON THE GROUND AND IHA T SAME IS TRUE AND CORRECT . Suxveyors Name: Eric S . Spooner Registered Professional Land Surveyor, Texas No . 5922 Revised 9-19-07 Page 4 of 5 NUMBER DIRECTION DISTANCE L1 L2 L3 L4 LS L6 L7 N00'26' 15"W 33 .09' N89'16 '57"E 753.81 ' N80'32 '34"E 634.89 ' S55'56 '08"W 48 .03 ' S80'32 '34"W 398.28 ' S85'53 '07"W 1 61 .14' S89' 16 '57"W 32.88 ' J. A. CREARY SURVEY ABS. No. 269 EXTEX LAPORTE LIMITED PARTNERSHIP 265.783 ACRES (DEED) VOL. 1 5635, PG. 383 D.R.T.C.T. 0 7417 CONT INENTAL TRL N . .RICHLAND HILl,S; TX 76180 Pl:-1 (817) 281-2355 FAX (817) 281-1389 REVISED 9-19-07 DATE: 8-29-07 DRAWN BY:. E.S:S .. CHECKED BY: E:S.S. JOB No. 1605 FORT WORTH SEWER MAIN M244B PERMANENT SANITARY SEWER EASEMENT "PSSE-1" CITY OF ARLINGTON COMMONLY KNOWN AS "LAKE ARLINGTON" 300' 600' GRAPHIC SCALE IN FEET 1" = 300' CLOYDEJORDAN FTW REAL PROPERTY SRVS 900 MONROE 302 FTW TX 761026319 1 2-2 I -J 7 /1 1 1 : J 7 I N Submitter: CITY OF FORT WORTH/REAL PROPERTY -001 ZCF"' SUZANNE HENDERSON TARRANT COUNTY CLERK TARRANT COUNTY COURTHOUSE 100 WEST WEATHERFORD FORT WORTH, TX 76196-0401 DO NOT DESTROY WARNING -THIS IS PART OF THE OFFICIAL RECORD. 11/27/2007 04:20 PM D207420532 OPR 8 PGS 1111111111111111 IIIII IIIII IIIII I Ill lllll lllll lllll llll llll D207420532 $40.00 ANY PROVISION WHICH RESTRICTS THE SALE, RENTAL OR USE OF THE DESCRIBED REAL PROPERTY BECAUSE OF COLOR OR RACE IS INVALID AND UNENFORCEABLE UNDER FEDERAL LAW. Printed by: WD M&C: DATE ___ _ 1 Coq y AGENT 1t.18fCtJ1'.L DOE# pt~3 ~ ~ M-244B VILLAGE CREEK DRAINAGE BASIN Parcel# 1 A Doe# 4433 (EMERGENCY SANITARY SEWER REHAB) J .A . CREARY SURVEY, ABSTRACT NO. 269 CITY OF FORT WORTH TEMPORARY CONSTRUCTION EASEMENT DATE : September 17, 2007 GRANTOR: EXTEX LAPORTE, LP GRANTOR'S MAILING ADDRESS (including County): c/o Exelon Peaker Development Genera l Exelon SSC Legal GRANTEE: CITY OF FORT WORTH GRANTEE'S MAILING ADDRESS (including County): 1000 THROCKMORTON ST. 2301 Market Street, S23-1 Philadelphia, PA 19103 FORT WORTH, TARRANT COUNTY, TX 76102 CONSIDERATION: Ten Dollars ($10 .00) and other good and valuable consideration , the rece ipt and sufficiency of which is hereby acknowledged. PROPERTY : Being a variable width Temporary Construction Easement out of the J . A Creary Survey, Abstract No . 269 and out of a 265. 783 acre tract of land as recorded in Volume 15635, Page 383 of the Deed Records of Tarrant county, Texas and being out of a tract of land owned by the City of Arlington , known as Lake Arlington and being more particularly described by the attached exhibits A and B. Granter, for the consideration pa id to Granter, hereby grant, barga in and convey unto Grantee , its successors and assigns, the use and passage in, over, and across, below and along the easement situated in Tarrant County, Texas, in accordance w ith the description hereto attached as Exhibit "A ", and ingress and egress over Grantor's property t o easement as shown on Exhibit "Bu. It is further agreed and understood that Grantee will be permitted the use of said easement for the purpose of constructing , operating, maintaining, replacing , upgrading and repairing a sanitary sewer line. Upon comp letion of improvements and its acceptance by Grantee, all rights granted within t he described Temporary Construction Easement sha ll cease 1 empo rary Construction Easement Ol/09/2007 TO HAVE AND TO HOLD the above described easement, together with , all and singular, the rights and appurtenances thereto in anyway belonging unto Grantee, and Grantee's successors and assigns until the completion of construct ion and acceptance by Grantee. Granter hereby bind themselves , the ir heirs, successors , and assigns, to warrant and defend , a ll and singular, said easement unto Grantee, its successors and assigns, against every person whomsoever lawfully claiming or to claim the same , or any part thereof. See addendum attached hereto . GRANTOR (S): EXTEX LAPORTE, LIMITED PARTNERSHIP BY: Exelon Peaker Development General, LLC, its general partner BY (OFFICER): J.J-~ j)-'~ PRINTED NAME: Todd D. Cutler or Ronald Zack PRINTED TITLE: Assistant Secretary ORM AND LEGALITY I emporary Construction Easement 01/0 9/2007 ,W\_()() . . ~ . ..J ACKNOWLEDGEMENT 1.enn6~/ uCt.n~a_ ST A TE OF ·TEXAS-§ COUNTY OF~~~~i a. § ..!J r R.n /J5 v I uarz e 'a__ BEFORE ME , the undersig~aLJthprity, a Notary Public in and for the State of~, on this day personally appeared / OdcL .:/:}, {' t, ti-elf . , known to me to be the same person whose name is s bscri bed to t e fqregoing · strument , and acknow ledged to me that the same was the act of ~ , . and that he/she executed the same as the act of said e_ for the purposes and consideration there in expressed and in the capacity there i stated GIVEN UNDER MY HAND AND SEAL OF OFFICE this c~ day of ~~~•u~~~~~~t~~·20~7 STATE OF TEXAS COUNTY OF TARRANT § § d for the State of **8-8 Jfn116l( /(Jt'l/1 r,i:e_ ACKNOWLEDGEMENT COMMONWEALTH OF PENNSYLVANIA NOTARIAL SEAL JENNIFER BRODHEIM , Notary Public City of Philadelphia, Phila. County My Commission Expires October 29, 2011 BEFORE ME , the undersigned authority, on this day personally appeared Ma rc A Ott , known to me to be the person and officer whose name is subscribed to the forego ing instrument, and acknowledged to me that he executed the same as the act and deed of the City of Fort Worth , a municipal corporation of Tarrant County, Texas , for the purpose and consideration therein expressed and in the capacity there in stated . -d[- GIVEN UNDER MY HAND AND SEAL OF OFFICE this -1!/_ day of After recording re turn to: C ity of Fort W or t h Depart ment of Eng ineeri n g Rea l Property Se1v ic es l 000 Throckmorton St For t Wor t h, TX 76 102 I emporary Cqnst ruc tion Easemen t Ol/0912007 ~xas HETTIE LANE , MY COMMISSION EXPIRES July 26 , 2011 --·--~ Addendum Before commencing any work on the Property, Grantee will require its contractors to indemnify and hold Grantor harmless for any liability therefrom, including without limitation, reasonable attorneys' fees and to maintain at the cost of Grantee or its contractors , a Comprehensive General Liability Policy with combined coverage limits of not less than TWO MILLION AND N0/100 DOLLARS ($2 ,000 ,000 .00) naming Grantor as additional insured . GRANTOR: ExTex LaPorte, Limited Partnership By: Exelon Peaker Development General, LLC, its general partner Todd D . Cutler, Ass istant Secretary Temporary Construction Easemen t RP/CG 07/05 APPROVED AS TO FORM AND LEGALITY ~~ Assistant City Attorney City of Fort Worth Rea l Property Services Engin eering Department 900 Monroe Street Suite 302 Fort wo rth Texas 76102-6302 VILLAGE CREEK DRAINAGE BASIN MAIN 244B EMERGENCY SANITARY SEWER REHABILITATION EXTEX LAPORTE LP J. A. CREARY SURVEY, ABS. No. 269 EXHIBIT "A" ICE-lA SITUATED in the City of Fort Worth and being a variable width Temporary Construction Easement out of the J A C1eary Surv ey, Abstract No 269 and out of a 265 .783 acre tract ofland conveyed to Extex Laporte Limited Partnership by wauanty deed as recorded in Volume 15635 , Page 383 of the Deed Records ofTanant County, Texas (D.RLC .T ), and being out of a tract of land owned by the City of Arlington known as Lake Arlington, said variable width Temporary Construction Easement being herein more particularly described by the following metes and bounds and as illustrated on the attached plat exhibit 1 CE-IA fo1 the shaded portion of said described easement that is pert inent to the Extex Laporte Limited Partnership : BEGINNING at a point on the west property line of the said Extex Laporte tract, said beginning point being located Nmth 00 degiees 26 minutes 15 seconds West, a distance of3 .09 feet from a a Yi " iron rod with cap stamped "Brit&Craw" found at a west property corne1 of the said Extex Lapor t e tract, said beginning point being located South 00°26'15" East a distance of 757 .88 feet from a Yi " iron rod with cap stamped "Brit&Craw" found at the southeast prope1ty corner of Lot 52-R, Block 21, Carver Heights being an addition to the City ofFmt Worth according to the plat as rec01ded in Volume 388-15, Page 206 of the Plat Recor ds of Tarrant County, Texas (PR IC I .); THENCE North 00°26 '15" West, along the said property line, a distance of 60 00 feet to a point; THENCE North 89°16'57" East a distance of75137 feet to a point; THENCE North 80 °32'34" East a distance of 661 73 feet to a point; THENCE North 42°51 '05" East a d istance of 803.04 feet to a point; THENCE North 47 °08'55" West a distance of30 .. 00 feet to a point; \ THENCE North 42 °51'05" East a distance of160.17 feet to a point; THENCE Nmth 71 °46'03" West a distance of 80 .. 15 feet to a point; THENCE North 18 °13'57" East a distance of20 00 feet to a point; THENCE South 71 °46'03" East a distance of 89 J 1 feet to a point; THENCE North 42 °51 '05" East a distance of 5 82 feet to a point; Page 3 of7 VILLAGE CREEK DRAINAGE BASIN MAIN 244B EMERGENCY SANITARY SEWER REHABILl1A1ION EXTEX LAPORTE LP J. A. CREARY SURVEY, ABS. No .. 269 THENCE North 36°23'33" East a distance of22.18 feet to a po-int ; THENCE South 53 °36'27" East a distance of IO .00 feet to a point; THENCE North 36°23'33" East a distance of 60196 feet to a point; THENCE North 52 °45 '26" West a distance of 10 .00 feet to a point; THEN CE North 3 7° 14'34" East a distance of 93 15 feet to a point; THENCE North 69°57'26" West a distance of99 .. 05 feet to a point; THENCE North 06 °07'05" East a distance of20 .6I feet to a point; I HENCE South 69°57'26" East a distance of 110.20 feet t o a point; 1HENCE North 37 °14'34 11 East a distance of 230 .85 feet to a point; THENCE South 52 °45'26" East a distance of.30 .00 feet to a point; THENCE North 3 7°14'34" East a distance of 479.13 feefto a point; THENCE Nmth 76 °39'38" West a distance of 21 68 feet to a point; THENCE North 13°20'22" East a distance of34.54 feet to a point; THENCE North 13 °20'22" East a distance of214.05 feet to a point; 'IHENCE South 76°39 '38" East a distance of 100 .00 feet to a point; THENCE South 13°20'22" West a distance of214 .05 feet to a point; THENCE South 13 °20'22" West a distance of34.54 feet to a point; 'IHENCE North 76 °39'38" West a distance of 34.57 feet to a point; THENCE South 37 °14'34" West a distance of496 .85 feet to a point; THENCE North 52°45'26" West a distance of 5 .00 feet to a point; THENCE South 37°14'34 11 West a distance ofl47.12 fe et to a point; Page 4 of7 TCE-IA VILLAGE CREEK DRAINAGE BASIN MAIN 244B EMERGENCY SANITARY SEWER REHABILITATION EXTEX LAPORTE LP J .. A .. CREARY SURVEY, ABS . No .. 269 THENCE South 52 °45'26 11 East a distance of35 00 feet to a point; THENCE South 37 °14'34 11 West a distance of 197.83 fee t to a point; THENCE North 53°36'27" West a distance of24 _99 feet to a point; THENCE South 36°23'33" West a distance of 600 .62 feet to a point; THENCE South 53°36'27 11 East a distance of 25 00 feet to a point; THENCE South 36 °23'33 11 West a distance of 27 .82 feet to a point; THENCE South 42 °51 '05 11 West a distance of 193 64 feet to a point; THENCE North 47 °08'55 11 West a distance of 30 00 feet to a point; THENCE South 42 °51'22" West a distance of941 47 feet to a point; THENCE South 85 °53'07" West a distance of 552.48 feet to a point; TCE-lA THENCE South 89 °16'57" W est a distance of787.73 feet to the POINT OF BEGINNING containing 6..309 acres of land mo1e or less . *SURVEYORS CERTIFICATE* TO ALL PARTIES INTERESTED IN TITLE JO THE PREMISES SURVEYED, I DO HEREBY CER JIFY THAI THE ABOVE LEGAL DESCRIPTION WAS PREPARED FROM PUBLIC RECORDS AND FROM AN ACTUAL AND ACCURATE SURVEY UPON THE GROUND AND IHA T SAME IS TRUE AND CORRECT Surveyors Name: Eric Shaun Spooner Registered Professional Land Surveyor, Texas No . 5922 Date of Survey: 8-31-07 Revised 9-19-07 Page 5 of7 NUMBER DIRECTION DISTANCE L1 N00'26 '15"W 60.00 ' LZ N89'16 '57"E 751.37 ' CARVER HE IGH TS L3 N80'32'34"E 661.73 ' L4 N42'51 'o5"E 803.04' L40 S42'51 '22"W 941.47 ' L41 S85'53 '07"W 552.48' L42 S89' 1 6 '57"W 787 .73 ' J. A. CREARY SURVEY ABS. No. 269 i /2 " CIRF "BRIT&C RAW" / I PLANT DISCHARG E Q / / CHANNE L 6 I I «-I; i w z :;I >- § 1 a.. 0 c,:: a.. ;( / / / FLOWAG E EASEM ENT RET A INED BY CITY OF ARLINGTON is / / ALL LAND BE LOW THE 560.0 ' ELEVATION i; VOL. 3 268, PG. 632 / / 30' WIDE SAN ITARY D.R .T.C .T. /..___ SEWER EAS EMENT TO I ~ THE CIT Y OF FTW VOL. 8345 , PG . 6 1 1 D.R.T.C.T . 7 4 17 CONTI NENTA L TR L N. RICHLAND HILLS, TX 7 6180 PH {817) 28 1-23 55 FAX (817) 281-1389 REVISED 9-19-07 DATE : 8-29-07 DRAW N BY: E.S .S. CHE CK ED BY: E.S.S. JOB No. 1605 FORT WORTH SEWER MAIN M244B TEMPORARY CONSTRUCTION EASEMENT "TCE-1A " PAGE 6 OF 7 "EXTEX PLANT EXHIBIT" NOT£: SHADED PORTIONS OF THE PROPOSED TEMPORARY CO NSTRUC TI ON EASEMCNT ARE THOSE WITH IN THE EXTEX PLANT PROPERTY CITY or ARLINGTON COMMONLY KNOWN AS "LAKE ARLINGTON" 0 CITY OF ARLINGTON COMMONLY KNOWN AS "LAKE ARLINGTON" 300' 600' GRAPHIC SCALE IN FEET 1" = 300' - 0 300' 600' GRAPHIC SCALE IN FEET 1" = 300' (/ NOT£; SHADED PORTIONS OF TH£ PROPOSED TEMPORARY CON5TRUCTION EASEMENT AR£ THOSE WITHIN TH£ £XT£X PLANT PROPERTY LAKE ARLINGTON J. A. CREARY SURVEY ABS. No. 269 EXTEX LAPORTE LIMITED PARTNERSHIP 265. 783 ACRES (DEED) VOL. 15635, PG. 383 D.R.T.C.T. FLOWAG E EASEMENT RETAIN£D BY CITY or ARLINGTON ALL LAND BELOW THE 560 .0' ELE VATION VOL 3288 PG . 632 DR T C T . l //(5 / <s. V //v"z"J'o y f;v V f f<J-. b / 9 'v<p7'// 'v ~ /J..,.r;:, ~4 J; l/ v CITY OF' ARLINGTON C'.-y COMMONLY KNOWN AS (41,,(' "LAKE ARLINGTON" LS L6 L7 L8 L9 L10 LI 1 L12 L13 L14 L15 L16 L17 L18 L19 L20 L21 L22 FORT WORTH S WER MAIN M2448 TEMPORARY CONSTRUC110N EASEMENT "TCE-1A" PAGE 7 OF 7 "EXTEX PLANT EXHIBIT" L23 L22 /I;/ 1,I I/ "v~:f L28 ""-. 'J; I l{J> ......._;,I;/" ?I/... <-20.~fF ~VARIABLE WIDTH TEMPORARY Ii( CONSTRUCTION EASEMENT "?'L.-L30 6.309 ACRES 'v L32 CITY Of' ARLINGTON COMMONLY KNOWN AS "LAKE ARLINGTON" 20' PERMANENT UTILITY ESMT VOL. 9339 . PG 2266 D R T .C T . DIRECTION N42"51 '05"E N47'08'55"W N42'51 '05"E N71"46'03"W N 18'13'57"E S71'46'03"E N42'51 '05"E N36'23'33"E S53"36'27"E N36'23'33"E N52"45'26"W N37"14'34"E N69"57'26"W N06'07'05"E S69"57'26"E N37'14'34"E S52"45'26"E N37' 14'34"E N76'39'38"W DISTANCE NUMBER DIRECTION DISTANCE 803.04' L23 N13'20'22"E 34.54' 30.00' L24 N13"20'22"E 214.05' 160.17' L25 S76'39'38"E 100.00' 80.15 ' L26 S13'20'22"W 214.05' 20.00' L27 S13"20'22"W 34.54' 89 .31' L28 N76'39'38"W 34.57' 5.82' L29 S37'14'34"W 496.85' 22.18' L30 N52' 45'26"W 5.00' 10.00' L31 S37"14'34"W 147.12' 601.96' L32 S52' 45'26"E 35.00' 10.00' L33 S37"14'34"W 197.83' 93.15' L34 N53'36'27 "W 24.99' 99.05' L35 S36'23'33"W 600 .62' 20.61' L36 S53'36'27 "E 25.00' 110.20' L37 S36'23'33"W 27.82' 230.85' L38 S42'51 '05"W 193.64' 30.00' L39 N47'08'55"W 30.00' 479 .13' L40 S42'51 '22"W 941.47' 21 .68' 7417 CONTINENTAL TR L DATE: 8-29-07 DRAWN BY: E.S.S CHECKED BY: ES S JOB No . 1605 N . RICHLAND HILLS, TX 76180 PH (817) 281-2355 FAX (817) 281-1389 REVISED 9-19-07 CLOYDEJORDAN FTW REAL PROPERTY SRVS 900 MONROE 302 FTW TX 761026319 12 -21 -J 7 A03 :16 I N Submitter: C1TY OF FORT WORTH/Rf:'.:AL PROPERTY ·· 001 ZCFV\ SUZANNE HENDERSON TARRANT COUNTY CLERK TARRANT COUNTY COURTHOUSE 100 WEST WEATHERFORD FORT WORTH, TX 76196-0401 DO NOT DESTROY WARNING -THIS IS PART OF THE OFFICIAL RECORD. 11/27/2007 04:20 PM D207420533 10 PGS 111111111111111111111111111 lllll llll lllll lllll lllll llil 1111 D207420533 $48.00 ANY PROVISION WHICH RESTRICTS THE SALE, RENTAL OR USE OF THE DESCRIBED REAL PROPERTY BECAUSE OF COLOR OR RACE IS INVALID AND UNENFORCEABLE UNDER FEDERAL LAW. Printed by: WD M & C: ____ DATE ___ _ AGENT Q~ DOE # ~ .. (~ ~ - "'?espected and Trust ed Leaders in th e Wat er Indu stry" October 22 , 2007 Mr. Chris Brooks , P.E. Wade & Associates, Inc . 6701 Brentwood Stair Road, Suite 100 W Fort Worth, Texas 76112 Re : M-244 B Emergency Sanitary Sewer Rehabilitation City of Arlington Plan Review Comments Dear Mr: Brooks: We have completed our review of the preliminary contract documents you provided on October 2, 2007 and have the following comments: Sheet 2 -Notes 1. Note 9 -The City of Arlington has concerns regarding the noise levels that may exist for work after hours. We request inclusion in the approval process for work outside normal hours. Otherwise, we should be provided with the criteria that will be utilized in consideration of work outside normal hours. 2. Note 18 -Please clarify that any tree replacement or mitigation within Lake Arlington should be coordinated with the City of Arlington. As a point of clarification, depending on the location and type, replacement may not be required. 3. Note 24 -Please ensure Arlington Water Utilities is provided with a copy of any bypass pumping plans for review prior to commencement of the work. 4. Note 30 -Similar to the comment on Note 9, the City of Arlington should be included in the review of plans for proposed mobilization, staging or materials storage areas adjacent to or within Lake Arlington. General Comments 5. It is our understanding that you have addressed all issues related to wetlands and/or wetland mitigation that may or may not be required on this project. 6 . Please include a requirement for the contractor to contact the following at least 48 hours prior to commencing work: · · a. Arlington Water Utilities Dispatch-817-459-5900 b . Lake Arlington Supervisor, Michael Debrecht -817-451-6860 7. Any soil disturbance below elevation 560 feet must be stabilized. 101 W. Abram Street • P.O . Box 90231 • Arlin gto n, Texas 76004-3231 www.ci.arlington.tx .us/water 8. Please include buffalo grass and wildflowers with replanting requirements near the shoreline . 9. Per our discussion of October 18 , 2007 , it is our understanding that the pipe to be abandoned will be grouted. 10 . Please include a requirement to notify Arlington Water Utilities Dispatch prior to removing the plugs (bringing the new line in service). 11. It is our understanding that you are aware of the proposed gas line project and are coordinating with Quicksilver concerning the proposed gas line location and/or work proposed in the area. Please ensure the contractor is aware that other construction may be ongoing in the area and that coordination with the referenced project may be required. 12 . How does the Fort Worth Water Department intend to address public notification regarding the project? The City of Arlington will also want to notify our citizens concerning this work. 13. At the completion of the project, please provide a record drawing set which reflects "as- built" conditions and locations of the sanitary sewer, as well as installed pipe diameters and pipe materials. 14. The integrity of the lake volume within the Lake Arlington flowage easement needs to be maintained. When fill material such as rock rip-rap for erosion protection is brought in, how will the removal of the same volume of material from below the 550 elevation be confirmed? Please clarify. It is our understanding that the City of Fort Worth has advertised this project, but that bids will not be received until all permitting issues have been resolved. Please address these comments either by addenda or letter clarification as appropriate. We appreciate your efforts and the efforts of the City of Fort Worth in coordinating this project. Sincerely, ~~~ David M . Smith, P .E. Utilities Engineering Manager C: Julia J. Hunt, P.E., -Director of Water Utilities Terry D. Benton, -Assistant Director of Water Utilities/Operations ChuckVokes, -Assistant Director of Water Utilities/Treatment Liam Conlon, -Fort Worth Water Department/Engineering File: Fort Worth M-244 • WADE&Associat es .... A CH2M HILL Company December 6, 2007 A TIN: Ms. Kelly Allen Regulatory Branch Fort Worth District U.S. Army Corps of Engineers 819 Taylor Street, Room 3A37 P .O . Box 17300 Fort Worth , TX 76102-0300 Wade & Associates 6701 Brentwood Stair Road Suite 100W Fort Worth , Te xas 76112 Tel 817.451.2820 Fax 817 .451 .2208 Re: Project Compensatory Mitigation Commitment for Project No. SWF-2007-00408, City of Fort Worth M-244B Emergency Sanitary Sewer Rehabilitation Project Ms . Allen: On behalf of the City of Fort Worth , we are submitting this compensatory mitigation commitment letter to address temporary construction impacts of the M-244B Emergency Sanitary Sewer Rehabilitation Project to existing forested wetlands along Lake Arlington. For your convenience, we have attached the document, "Justification of Wetland Quality", which characterizes the relative environmental quality or value of the existing forested wetlands being temporarily impacted by this project. Our evaluation has determined that these wetlands would be generally characterized as moderate quality. The City of Fort Worth intends to address these wetland impacts through the implementation of the following compensatory mitigation plan : 1. Acquire Compensatory Mitigation Credits through the Trinity River Mitigation Bank in Tarrant County, Texas 2 . Actual Mitigation Credits shall be determined in accordance with the following Mitigation Plan for temporary wetland impacts as outlined in the table below: Proposed Mitigation Plan Forested Wetland 1.492 Acres Moderate 2 Up to $25,000 **Open Water 0 .085 Acres NIA NIA NIA Note*: Due to the selective and intermittent impacts of this project to the forested wetlands, a credit multiplier of 2 is viewed as appropriate compensation for temporary impacts to a moderate quality rated wetland. Note**: Open water impacts (0.085 acres of open water) are limited to the installation of a temporary coffer dam which will be completely removed and pre-existing conditions re- established. No compensatory mitigation was determined to be warranted . Ms. Kelly Allen, USACE Regulatory Branch Page 2of 2 December 5, 2007 Therefore, the City of Fort Worth agrees to compensate 1.492 acres of temporary forested w etland impacts by acquiring 3.0 mitigation credits from the Trinity River Mitigation Bank of Tarrant County , Texas. Upon the Corps of Engineer 's acceptance of the proposed Compensatory Mitigation Plan, we would like to receive the formal authorization of the PCN and specific permit terms for thi s project as soon as possible. We would like to thank you in advance for your prompt attention to this matter. If you have any questions , please do not hesitate to contact me at (817) 451-2820, Ext. 112 or by Email at Chris .Brooks@ ch2m.com. ATTACHMENT: Sincerely , Chris Brooks, P.E. Senior Project Manager I am a duly authorized agent of the City of Fort Worth and possess the authority to commit the City of Fort Worth to implement the proposed Compensatory Mitigation Plan associated with Pre-Construction Notification, Project No. SWF-2007-00408. A. Douglas Rademaker, P.E. Director, Department of Engineering Date DEPARTMENT OF THE ARMY FORT WORTH DISTRICT, CORPS OF ENGINEERS P . 0 . BOX 17300 AEPL Y TO ATTENTION OF : FORT WORTH, TEXAS 76102-0300 December 18, 2007 Planning, Environmental, and Regulatory Division Regulatory Branch SUBJECT: Project Number SWF-2007-00408 Mr. Chris Brooks, P .E. Senior Project Manager CH2M Hill 6701 Brentwood Stair Road, Suite 100W Fort Worth, Texas 76112 Dear Mr. Brooks: Thank you for your letter of August 16, 2007, concerning a proposal by the City of Fort Worth to replace approximately 4,134 linear feet of damaged sanitary sewer pipeline located on Lake Arlington just south of Pioneer Parkway and east of Interstate Highway 820 in the City of Arlington, Tarrant County, Texas. This project has been assigned Project Numqer SWF-2007- 00408. Please include this number in all future correspondence concerning this -project. Failure to reference the project number may result in a delay. We have reviewed this project in accordance with Section 404 of the Clean Water Act and Section 10 of the Rivers and Harbors Act of 1899. Under Section 404, the U.S. Army Corps of Engineers (USACE) regulates the discharge of dredged and fill material into waters of the United States, including wetlands. Our responsibility under Section 10 is to regulate any work in, or affecting, navigable waters of the United States. Based on your description of the proposed · work, and other information available to us, we have determined that this project will not involve activities subject to the requirements of Section 10. However, this project will involve activities subject to the requirements of Section 404. Therefore, it will require Department of the Army authorization. We have reviewed this project under the preconstruction notification (PCN) procedures of Nationwide Permit General Conditions 27 (Eederal Register, Vol. 72, No. 47, Monday, March 12, 2007). We have determined that this project is authorized by nationwide permit 12 for Utility Line Activities. To use this permit, the person responsible for the project must ensure that the work is in compliance with the specifications and conditions listed on the enclosures and the special conditions listed below. The special conditions for this permit are as foliows: 1. The permittee shall implement and abide by the mitigation plan titled "Project Compensatory Mitigation Commitment for Project No. SWF-2007-00408, City of Fort Worth M-244B Emergency Sanitary Sewer Rehabilitation Project" by CH2M Hill, dated December 6, 2007 -2- t! except where changes are necessary to comply with special conditions listed below. The permittee shall implement the mitigation plan concurrently with the construction of the project and complete the initial construction and plantings associated with the mitigation work prior to completion of construction of the project. Completion of all elements of this mitigation plan is a requirement of this permit. 2. The permittee shall debit 3 credits from the Trinity River Mitigation Bank in compliance with the provisions of the "Mitigation Banking Instrument Agreement, Trinity River Mitigation Bank, Ltd., Tarrant County, Texas, Permit Application No.: 199800370," dated February 2001, revised August 2002 . This debit shall compensate off-site for unavoidable adverse project impacts that would not be compensated for by on-site mitigation. The permittee shall complete the mitigation bank transaction and provide documentation to the USACE that the transaction has occurred prior_ to commencing any ground-disturbing activity within waters of the United States. Failure to comply with these specifications and conditions invalidates the authorization and may result in a violation of the Clean Water Act. Our verification for the construction of this activity under this nationwide permit is valid for two years from the date of this letter, unless prior to that date the nationwide permit is suspended, revoked, or modified such that the activity would no longer comply with the terms and conditions of the nationwide permit regionally or nationally. The USACE will issue a public notice announcing the changes when they occur. Furthermore, activities that have commenced, or are under contract to commence, in reliance on a nationwide permit will remain authorized provided the activity is completed within 12 months of the date of the nationwide permit's expiration, modification, or revocation, unless discretionary authority has been exercised on a case-by-case basis to modify suspend, or revoke the authorization in accordance with 33 CFR 330.4(e) and 33 CFR 330.S(c) or (d). Continued confirmation that an activity complies with the specifications and conditions, and any changes to the nationwide permit, is the responsibility of the permittee. Our review or this project also addressed its effects on threatened and endangered species. Based on the information provided, we have determined that this project will not affect any species listed as threatened or endangered by the U.S. Fish and Wildlife Service within our permit area. However, please note that you are responsible for meeting the requirements of general condition 1 7 on endangered species. The permittee must sign and submit to us the enclosed certification that the work, including any required mitigation, was completed in compliance with the nationwide permit. You should submit your certification within 30 days of the completion of work. This permit should not be considered as an approval of the design features of any activity authorized or an implication that such construction is considered adequate for the_ purpose -3- ,: intended. It does not authorize any damage to private property, invasion of private rights, or any infringement of federal, state, or local laws or regulations. The USACE based this decision on an approved jurisdictional determination (JD) that there are waters of the United States on the project site. The basis for this approved jurisdictional determination (JD) is enclosed. This approved JD is valid for a period ofno more than five years from the date of this letter unless new information warrants revision of the delineation before the expiration date. It is incumbent upon the applicant to remain informed of changes in the Department of the Army regulations. The applicant may accept or appeal this approved JD or provide new information in accordance with the enclosed Notification of Administration Appeal Options and Process and Request For Appeal (NAAOP-RFA). If the applicant elects to appeal this approved ID, the applicant must complete Section II (Request For Appeal or Objections to an Initial Proffered Permit) of the enclosure and return it to the Division Engineer, ATTN: CESWD-ETO-R, U.S. Army Corps of Engineers, 1100 Commerce Street, Dallas, Texas 75242-0216 within 60 days of the date of this notice. Failure to notify the USACE within 60 days of the date of this notice · means that you accept the approved JD in its entirety and waive all rights to appeal the approved ID. Thank you for your interest in our nation's water resources. If you have an)'. questions concerning our regulatory program, please contact Ms. Kelly Allen at the address above or telephone (817)886-1732 . If you would like more information about our nationwide permit program, please contact us and we will furnish you with a copy of the nationwide permit regulations. Sincerely, a1 a~ WayneT , Chief, Regulatory Enclosures NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND RE(JUEST FOR APPEAL Applicant: City of Fort Worth File Number: SWF-2007-00408 Date: December 18 , 2007 Attached ---------------x ----- INITIAL PROFFERED PERMIT (Standard Permit or Letter of Permission) PROFFERED PERMIT (Standard Permit or Letter of Permission) PERMIT DENIAL APPROVED JURISDICTIONAL DETERMINATION PRELIMINARY JURISDICTIONAL DETERMINATION See sectiori below A B C D E . . ·., ... " ... ·/·';,'•.-:: ~::,-_~ '.';" :".;..:; ~'. "-·!.'_·· .-"-··_( ,· :,i ·-·. ',' ,·,· '": '• ,,,. -: • ' ~ .'.:-....· . • ,._,_ ·: \ . .· '. .. . . CT·IQN .:J :~;[liy,lf,qMowirig ·;id~ntifi;e s;your nght/,,and qptions :r~gaJ"ding :flll ,adnfuri,str~tiy ~ appeal:of ;tJie ,above d .ecision. '--• 'I·-._ ' -· ~ ~· .;:· -; "::._:; •. , .. _' . "':. ..: ... ~-; . : .... ' .. ' :. ' ,._,.,-. .. . . . . . -. ·,, " __ ;, . . . . , ,: . ---. . . . , . '"· . , ' . _, .· -I . -,, . . . • ' •. , rutionai)nf 0~tio;n may befoiui~ at http/llwww: usace.amzy,,mil/ine(lfanctionslowlc.ecwo!reg/ or -COIDS regulations J /3 3-0FR,PaFt 33 :1. 1 , A: INITIAL PROFFERED PERMIT: You may accept or object to the permit. • ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If you received a Letter of Permission {LOP), you may accept the LOP and your work is authorized. Your signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit. • OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in Section B below. B: PROFFERED PERMIT: You may accept or appeal the permit • ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its terms and conllitions, and approved jurisdictional determinations associ'ated with the permit. • APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engilJ.eer. This form must be received by the division engineer within 60 days of the date of this notice . C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer.-This form must be received by the division ,engineer within 60 days of the date of this notice. " D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved jurisdictional determination (JD) or provide new information. • ACCEPT: You do not need to notify the Corps. to accept an approved JD . Failure to notify the Corps within 60 days of the date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD. • APPEAL: If you disagree with the approved JD , you may appeal the approved JD under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice. E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the preliminary JD. The preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the Corps to reevaluate the JD. :SECTION .JI -1:IBQUESTFOR APPEAL or OBJECTIONS TO .AN INITIAL PROFFERED PERMIT REASONSiFOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your obj~ctions to an initial proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or objections are addressed in the administrative record.) ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record. However, you may provide additional information to clarify the location of information that is already in the administrative record. If you have questions regarding this decision and/or the appeal process you may contact: Ms. Kelly Allen at (817)886-1732 If you only have questions regarding the appeal process you may also contact: . Mr. Jim Gilmore at (469) 487-7061 RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government consultants, to conduct investigations of the project site during the course of the appeal process. Date: Telephone number: Signature of appellant or authorized agent APPROVED JURISDICTIONAL DETERMINATION FORM U.S. Army Corps of Engineers This form should be completed by following the instructions provided in Section IV of the JD Form Instructional Guidebook. SECTION I: BACKGROUND INFORMATION A. REPORT COMPLETION DATE FOR APPROVED JURISDICTIONAL DETERMINATION (JD): December 18, 2007 B. DISTRICT OFFICE, FILE NAME, AND NUMBER:CESWF-PER-R, M-244B Sanitary Sewer Pipeline Rehabilitation, SWF- 2007-00408 ' C. PROJECT LOCATION AND BACKGROUND INFORMATION: State: Texas County/parish/borough: Tarrant City: Arlington Center coordinates of site (lat/long in degree decimal format): Lat. 32.7196869° , Long. -97.212438° Universal Transverse Mercator: Name of nearest waterbody: Lake Arlington Name of nearest Traditional Navigable Water (TNW) into which the aquatic resource flows : Lake Arlington Name of watershed or Hydrologic Unit Code (HUC): 12030102 II Check if map/diagram of review area and/or potential jurisdictional areas is/are available upon request. (II Check ifother sites ( e.g., offsite mitigation sites, disposal sites, etc ... ) are associated with this action and are recorded on a different JD form. D. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY): e] Office (Desk) Determination. Date: December 18, 2007 ti Field Determination. Date(s): SECTION II: SUMMARY OF FINDINGS A. RHA SECTION 10 DEl'ERMINATION OF JURISDICTION. There "navigable waters of the U.S." within Rivers and Harbors Act (RHA) jurisdiction ( as defined by 33 CFR part 329) in the · review area. [ Required] Waters subject to the ebb and flow of the tide. Waters are presently used, or have been used in the past, or may be susceptible for use to transport interstate or foreign commerce. Explain: B. CWA SECTION 404 DETERMINATION OF JURISDICTION. There "waters of the U.S ." within Clean Water Act (CWA) jurisdiction (as defined by 33 CFR part 328) in the review area. [Required] I. Waters of the U.S. a. Indicate presence of waters of U.S. in review area (check all that apply): 1 TNWs, including territorial seas Wetlands adjacent to TNWs Relatively permanent waters2 (RPWs) that flow directly or indirectly into TNWs Non-RPWs that flow directly or indirectly into TNWs . Wetlands directly abutting RPWs that flow directly or indirectly into TNWs Wetlands adjacent to but not directly abutting RPWs that flow directly or indirectly into TNWs Wetlands adjacent to non-RPWs that flow directly or indirectly into TNWs Impoundments of jurisdictional waters Isolated (interstate or intrastate) waters, including isolated wetlands b. Identify (estimate) size of waters of the U.S. in the review area: Non-wetland waters: linear feet: width (ft) and/or 2000 acres. Wetlands: 1.6 acres: c. Limits (boundaries) of jurisdiction based on: Elevation of established OHWM (ifkno~): 2. Non-regulated waters/wetlands (check if applicable):3 Potentially jurisdictional water's and/or wetlands were assessed within the review area and determined to be not jurisdictional. Explain: 1 Boxes checked below shall be supported by completing the appropriate sections in Section III below . 2 For purposes of this form, an RPW is defined as a tnoutary that is not a TNW and that typically flows year-round or has continuous flow at least "seasonally" (e.g., typically 3 months). 3 Supporting documentation is presented in Section III.F. SECTION III: CWA ANALYSIS • A~ TNWs AND WETLANDS ADJACENT TO TNWs The agencies will assert jurisdiction over TNWs and wetlands adjacent to TNWs. If the aquatic resource is a TNW, complete Section III.A.I and Section III.D.1. only; if the aquatic resource is a wetland adjacent to a TNW, complete Sections III.A.I and 2 and Section 111.D.l.; otherwise, see Section 111.B below. 1. TNW Identify TNW: Lake Arlington . Summarize rationale supporting detennination: The Arlington Yacht Club (AYC) owns and operates a commercial marina on Lake Arlington that provides boat storage, recreational boating opportunities, sailboat race training, and boat operation classes. The A YC charges membership fees, annual dues and boat storage fees. The A YC sponsors a variety of sailing activities on Lake Arlington for championship and novice sailors, including the Sunfish Southwest Regional Regatta, Texas Sunfish Circuit Regatta, and A YC Annual Regatta. Regatta participants come from other clubs located all over the country-including Florida, Oklahoma, New Jersey, and Kansas. A YC membership applications are available on the internet, which is accessable worldwide. Exelon Corporation, a national electric utility company, ownes and operates a steam electric generating station called Handley Generating Station located on Lake Arlington, which uses water directly from Lake Arlington for the purpose of heat transfer. The Handley Generating Station distributes electricity to Electric Reliability Council of Texas (ERCOD, which includes portions of western Louisiana within it's market area. ERCOT is a member of the North American Reliability Council and facilitates the competative power market. Lake Arlington is a Traditional Navigable Water under 33 CFR 328.3 (a)(l) because it is currently used in interstate commerce. 2. Wetland adjacent to TNW Summarize rationale supporting conclusion that wetland is "adjacent": Wetlands are located on the lake shore and abut Lake Arlington. , B. CHARACTERISTICS OF TRIBUTARY (THAT IS NOT A TNW) AND ITS ADJACENT WETLANDS (IF ANY): This section summarizes information regarding characteristics of the tributary and its adjacent wetlands, if any, and it helps determine whether or not the standards for jurisdiction established under Rapanos have been met. The agencies will assert jurisdiction over non-navigable tributaries of TNWs where the tributaries .are "relatively permanent waters" (RPWs), i.e. tributaries that typically flow year-round or have continuous flow at least seasonally (e.g., typically 3 months). A wetland that directly abuts an RPW is also jurisdictional. If the aquatic resource is not a TNW, but has year-round (perennial) flow, skip to Section III.D.2. If the aquatic resource is a wetland directly abutting a tributary with perennial flow, skip to Section 111.D.4 . . A wetland that is adjacent to but that does not directly abut an RPW requires a significant nexus evaluation. Corps districts and EPA regions will include in the record any available information that documents the existence of a significant nexus between a relatively permanent tributary that is not perennial (and its adjacent wetlands if any) and a traditional navigable water, even though a significant nexus finding is not required as a matter of law. If the waterbody4 is not an RPW, or a wetland directly abutting an RPW, a JD will require additional data to determine if the waterbody has a significant nexus with a TNW. If the tributary has adjacent wetlands, the significant nexus evaluation must consider the tributary in combination with aU of its adjacent wetlands. This significant nexus evaluation that combines, for analytical purposes, the tributary and all of its adjacent wetlands is used whether the review area identified in the JD request is the tributary, or its adjacent wetlands, or both. If the JD covers a tributary with adjacent wetlands, complete Section III.B.1 for the tributary, Section 111.B.2 for any onsite wetll!nds, and Section III.B.3 for all wetlands adjacent to that tributary, both onsite and off site. The determination whether a ·significant nexus exists is determined in Section 111.C below. 1. Characteristics of non-TNWs that flow directly or indirectly into TNW (i) General Area Conditions: Watershed size: Drainage area: Average annual rainfall: Average annual snowfall: (ii) Physical Characteristics: (a) Relationship with TNW: inches inches 4 Note that the Instructional Guidebook contains additional information regarding swales, ditches, washes, and erosional features generally and in the arid West. . 0 Tributary flows directly into TNW. 0 Tributary flows through r · ·, · -tributaries before entering TNW. Project waters are river miles from TNW. Project waters are river miles from RPW. Project waters are aerial (straight) miles from TNW. Project waters are aerial (straight) miles from RPW. Project waters cross or serve as state boundaries. Explain : Identify flow route to TNW5 : Tributary stream order, if known: (b) General Tributary Characteristics {check all that apply): Tributary is: 0 Natural 0 Artificial (man-made). Explain: 0 Manipulated (man-altered). Explain : Tributary properties with respect to top of bank (estimate): Average width : feet Average depth : feet Average side slopes : Primary tributary substrate composition ( check all that apply): 0 Silts D Sands 0 Cobbles D Gravel 0 Bedrock O Vegetation. Type/% cover: 0 Other. Explain: Tributary condition/stability [ e.g., highly eroding, sloughing banks). Presence ofrun/riffie/ ool complexes . Explain: Tributary geometry: Tributary gradient (approximate average slope): % (c) Flow: Tributary provides for: Estimate average number of flow events in review area/year: ' Describe flow regime: Other information on duration and volume: Surface flow is: · ·· Characteristics: Subsurface flow: .-· :. Explain findings: 0 Dye ( or other) test performed: Tributary has ( check all that apply): 0 Bed and banks 0 OHWM 6 (check all indicators that apply): 0 Concrete 0Muck Explain: 0 clear, natural line impressed on the bank O the presence oflitter and debris D changes in the character of soil O destruction of terrestrial vegetation 0 shelving O the presence of wrack line 0 vegetation matted down, be11t, or absent O sediment sorting 0 leaf litter disturbed or washed away D scour 0 sediment deposition O multiple observed or predicted flow events 0 water staining D abrupt change in plant community 0 other (list): 0 Discontinuous OHWM.7 Explain: Iffactors other than the OHWM were used to determine lateral extent of CW A jurisdiction ( check all that apply): High Tide Line indicated by: · II Mean High Water Mark indicated by: 0 oil or scum line along shore objects O survey to available datum; 5 Flow route can be described by identifying, e.g., tributary a, which flows through the review area, to flow into tnlmtary b, which then flows into 1NW. 6 A natural or man-made discontinuity in the OHWM does not necessarily sever jurisdiction ( e.g., where the stream temporarily flows underground, or where the OHWM has been removed by development or agricultural practices). Where there is a break in the OHWM that is unrelated to the waterbody's flow regime ( e.g., flow over a rock outcrop or through a culvert), the agencies will look for indicators of flow above and below the break. 7Ibid . 0 fine shell or debris deposits (foreshore) 0 physical markings/characteristics 0 tidal gauges 0 other (list): (iii) Chemical Characteristics: 0 physical markings ; 0 vegetation lines/changes in vegetation types. Characterize tributary (e .g., water color is clear, discolored , oily film; water quality; general watershed characteristics, etc.). Explain: Identify specific pollutants, if known: (iv) Biological Characteristics. Channel supports (check all that apply): 0 Riparian corridor. Characteristics (type, average width): 0 Wetland frin ge. Ch aracteristics : 0 Habitat for : 0 Federally Listed species. Explain findings : 0 Fish/spawn areas . Explain findings : 0 Other environmentally-sensitive species . Explain findings : 0 Aquatic/wildlife diversity. Explain findings : 2. Characteristics of wetlands adjacent to non-TNW that flow directly or indirectly into TNW (i) Physical Characteristics: 3. (a) General Wetland Characteristics : Properties : Wetland size : acres Wetland type. Explain: Wetland quality . Explain: Project wetlands cross or serve as state boundaries. Explain: (b) tionshi with Non-TNW: Explain: Surface flow is:! Characteristics : Subsurface flow : ·• • Explain findings: 0 Dye (or other) test performed: (c) Wetland Adjacency Determination with Non-TNW: 0 Directly abutting (d) 0 Not directly abutting 0 Discrete wetland hydrologic connection . Explain: D Ecological connection. Explain : 0 Separated by berm/barrier. Explain: river miles from TNW. aerial (straight) miles from TNW. Estimate approximate location of wetland as within the (ii) Chemical Characteristics: : floodplain . Characterize wetland system ( e .g., water color is clear, brown, oil film on surface; water quality; general watershed characteristics ; etc .). Explain: Identify specific pollutants ; if known: (iii) Biological Characteristics. Wetland supports (check all that apply): 0 Riparian buffer. Characteristics (type, average width): 0 Vegetation type/percent cover. Explain: 0 Habitat for: 0 Federally Listed species. Explain findings: ·:::· D Fish/spawn areas . Explain findings: . 0 Other environmentally-sensitive species. Exp_lain findings : 0 Aquatic/wildlife diversity. Explain findings : Characteristics of all wetlands adjacent to the tributary (if anx · All wetland(s) being considered in the cumulative analysis: - Approximately ( ) acres in total are being considered in the cumulative analysis. For each wetland, specify the following : Directly abuts? (YIN) Size (in acres) Directly abuts? (YIN) Size (in acres) Summarize overall biological, chemical and physical functions being performed : C. SIGNIFICANT NEXUS DETERMINATION A significant nexus analysis will assess the flow characteristics and functions of the tributary itself and the functions performed by any wetlands adjacent to the tributary to determine if they significantly affect the chemical, physical, and biological integrity of a TNW. For each of the following situations, a significant nexus exists if the tributary,,in combination with all of its adjacent · wetlands, has more than a speculative or insubstantial effect on the chemical, physical and/or biological integrity of a TNW. Considerations when evaluating significant nexus include, but are not limited to the volume, duration, and frequency of the flow of water in the tributary and its proximity to a TNW, and the functions performed by the tributary and all its adjacent wetlands. It is not appropriate to determine significant nexus based solely on any specific threshold of distance (e.g. between a tributary and its adjacent wetland or between a tributary and the TNW). Similarly, the fact an adjacent wetland lies within or outside of a floodplain is not solely determinative of significant nexus. Draw connections between the features documented and the effects on the TNW, as identified in the Rapanos Guidance and discussed in the Instructional Guidebook. Factors to consider include, for example: • Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to carry pollutants or flood waters to TNWs, or to reduce the amount of pollutants or flood waters reaching a TNW? · • Does the tributary, in combination with its adjacent wetlands (if any), provide habitat and lifecycle support functions for fish and other species, such as feeding, nesting, spawning, or rearing young for species that are present in the TNW? • Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to transfer nutrients and organic carbon that support downstream foodwebs? • Does the tributary, in combination with its adjacent wetlands (if any), have other relationships to the physical, chemical, or biological integrity of the TNW? Note: the above list of considerations is not inclusive and other functions observed or known to occur should be documented below: 1. Significant nexus findings for non-RPW that has no adjacent wetlands and flows directly or indirectly into TNWs. Explain findings of presence or absence of significant nexus below, based on the tributary itself, then go to Section III.D: 2. Significant nexus findings for non-RPW and its adjacent wetlands, where the non-RPW flows directly or indirectly into TNWs. Explain findings of presence or absence of significant nexus below, based on the tributary in combination with all of its adjacent wetlands, then go to Section III.D: 3. Significant nexus findings for wetlands adjacent to an RPW but that do not directly abut the RPW. Explain findings of presence or absence of significant nexus below, based on the tributary in combination with all of its adjacent wetlands, then go to Section III.D : D,., DETERMINATIONS OF JURISDICTIONAL FINDINGS. THE SlIBJECT WATERS/WETLANDS ARE (CHECK ALL THAT APPLY): 1. TNWs and Adjacent Wetlands. Check all that apply and provide size estimates in review area: Ill TNWs: linear feet width (ft), Or, 2000 acres. [;I Wetlands adjacent to TNWs : 1.6 acres. 2. RPWs that flow directly or indirectly into TNWs. Tributaries ofTNWs where tributaries typically flow year-round are jurisdictional. Provide data and rationale indicating that tributary is perennial: . · Tributaries ofTNW where tributaries have continuous flow "seasonally" ( e .g ., typically three months each year) are jurisdictional. Data supporting this conclusion is provided at Section lII.B. Provide rationale indicating that tributary flows seasonally: Provide estimates for jurisdictional waters in the review area ( check all that apply): mJI Tributary waters: linear feet width (ft). Bl Other non-wetland waters : acres . Identify type(s) of waters : 3. Non-RPWs8 that flow directly or indirectly into TNWs. II Waterbody that is not a 1NW or an RPW, but flows directly or indirectly into a lNW, and it has a significant nexus with a 1NW is jurisdictional. Data supporting this conclusion is provided at Section 111.C. Provide estimates for jurisdictional waters within the review area (check all that apply): 11! Tributary waters : linear feet width (ft). IJl Other non-wetland waters : acres. Identify type(s) of waters: 4 . Wetlands directly abutting an RPW that flow directly or indirectly into TNWs. Wetlands directly abut RPW and thus are jurisdictional as adjacent wetlands. IIJI Wetlands directly abutting an RPW where tributaries typically flow year-round . Provide data and rationale indicating that tributary is perennial in Section 111.D .2, above. Provide rationale indicating that wetland is directly abutting an RPW : (II Wetlands directly abutting an RPW where tributaries typically flow "seasonally." Provide data indicating that tributary is seasonal in Section 111.B and rationale in Section 111.D .2, above. Provide rationale indicating that wetland is directly abutting an RPW: Provide acreage estimates for jurisdictional wetlands in the review area: acres. 5. Wetlands adjacent to but not directly abutting an RPW that flow directly or indirectly into TNWs. Wetlands that do not directly abut an RPW, but when considered in combination with the tributary to which they are adjacent and with similarly situated adjacent wetlands, have a significant nexus with .a 1NW are jurisidictional. Data supporting this conclusion is provided at Section 111.C. Provide acreage estimates for jurisdictional wetlands in the review area: acres. 6. Wetlands adjacent to non-RPWs that flow directly or indirectly into TNWs. Wetlands adjacent to such waters, and have when considered in combination with the tributary to which they are adjacent and with similarly situated adjacent wetlands, have a significant nexus with a 1NW are jurisdictional. Data supporting this conclusion is provided at Section 111.C. Provide estimates for jurisdictional wetlands in the review area: acres. 7. Impoundments of jurisdictional waters.9 As a general rule, the impoundment of a jurisdictional tributary remains jurisdictional. Demonstrate that impoundment was created from "waters of the U.S.," or Demonstrate that water meets the criteria for one of the categories presented above ( 1-6), or Demonstrate that water is isolated with . .a nexus to commerce (see E below). E. ISQLATED [INTERSTATE OR INTRA-STATE] WATERS, INCLUDIMG ISOLATED WETLANDS, THE USE, DEGRADATION OR DESTRUCTION OF WHICH COULD AFFECT INTERSTATE COMMERCE, INCLUDING ANY SUCH WATERS (CHECK ALL THAT APPLY):10 · which are or could be used by interstate or foreign travelers for recreational or other purposes. from which fish or shellfish are or could be taken and sold in interstate or foreign commerce. which are or could be used for industrial purposes by industries in interstate commerce. Interstate isolated waters . Explain : Other factors. Explain: Identify water body and summarize rationale supporting determination : 8See Footnote# 3 . 9 To complete the analysis refer to the key in Section III .D.6 of the Instructional Guidebook. 10 Prior to asserting or declining CWA jurisdiction based solely on this category, Corps Districts will elevate the action to Corps and EPA HQ for review consistent with the process described in the Corps/EPA Memorandum Regarding CWA Ad Jurisdiction Following Rapanos. Provide estimates for jurisdictional waters in the review area (check all that apply): Iii Tributary waters: linear feet width (ft). 211 Other non-wetland waters: acres. Identify type(s) of waters : [I Wetlands : acres .· F. NON-JURISDICTIONAL WATERS, INCLUDING WETLANDS (CHECK ALL THAT APPLY): !!I If potential wetlands were asses sed within the review area, these areas did not meet the criteria in the 1987 Corps of Engineers Wetland Delineation Manual and/or appropriate Regional Supplements. Iii Review area included isolated waters with no substantial nexus to interstate (or foreign) commerce. D Prio r to the Jan 2001 Supreme Court decision in "SWANCC," the review area would have been regulated based solely on the "Migratory Bird Rule" (MBR). fjl Waters do not meet the "Significant Nexus" standard, where such a finding is required for jurisdiction. Explain: II Other: (explain, if not covered above): Provide acreage estimates for non-jurisdictional waters in the review area, where the sole potential basis of jurisdiction is the MBR factors (i.e., presence of migratory birds, presence of endangered species, use of water for irrigated agriculture), using best professional judgment (check all that apply): I;: 1 Non-wetland waters (i .e., rivers , streams): • '· : Lakes/ponds : acres . • · · Other non-wetland waters : acres. List type of aquatic resource: ·• Wetlands : acres . linear feet width (ft). Provide acreage estimates for non-jurisdictional waters in the review area that do not meet the "Significant Nexus" standard; where such a finding is required for jurisdiction (check all that apply): ~ Non-wetland .waters (i.e., rivers, streams): linear feet, '-11 Lakes/ponds : acres . till Other non-wetland waters: acres. List type of aquatic resource: !I Wetlands : acres . width (ft). SECTION IV: DATA SOURCES. A. SUPPORTING DATA. Data reviewed for JD (check all that apply-checked items shall be included in case file and, where checked and requested, appropriately reference sources below): ~ Maps, plans, plots or plat s~bmitted by or on behalf of the ~pplicant/consultant: report from CH2M Hili dated September 28, 2007. liJi Data sheets prepared/subJrutted by or on behalf of the applicant/consultant ~ Office concurs with data sheets/delineation report D Office does not concur with data sheets/delineation report. JI Data sheets prepared by the Corps : i1J Corps navigable waters' study: II U.S. Geological Survey Hydrologic Atlas : 0 USGS NHD data 0 USGS 8 and 12 digit HUC maps. I. U.S . Geological Survey map(s). Cite scale & quad name: Kennendale. ' USDA Natural Resources Conservation Service Soil Survey. Citation: . • Na.t.,ional wetlands inventory map(s). Cite name: FEMA/FIRM maps : -~ I State/Local wetland inventory map(s): l 00-year Floodplain Elevation is: (National Geodectic Vertical Datum of 1929) Iii Photographs: ~ Aerial (Name & Date): 2006 . or~ Other (Name & Date): September 2007. Previous determination(s). File no. and date of response letter: Applicable/supporting case Jaw: Applicable/supporting scientific literature: Other information (please specify): Company Internet Websites, including pamphlets, announcements, membership information, and company information. B. ADDITIONAL COMMENTS TO SUPPORT JD: APPROVED JURISDICTIONAL DETERMINATION FORM U.S. Army Corps of Engineers This fonn should be completed by following the instruction s provided in Section N of the JD Fonn Instructional Guidebook. SECTION I: BACKGROUND INFORMATION A. REPORT COMPLETION DATE FOR APPROVED JURISDICTIONAL DETERMINATION (JD): December 18, 2007 B. DISTRICT OFFICE, FILE NAME, AND NUMBER:CESWF-PER-R, M-244B Sanitary Sewer Pipeline Rehabilitation, SWF- 2007-00408 C. PROJECT LOCATION AND BACKGROUND INFORMATION: State: Texas County/parish/borough : Tarrant City: Arlington Center coordinates of site (lat/long in degree decimal fonnat): Lat. 32.7196869° ~ Long. -97.212438 ° Universal Transverse Mercator: Name of nearest waterbody: Lake Arlington Name of nearest Traditional Navigable Water (TNW) into which the aquatic resource flows : Lake Arlington Name of watershed or Hydrologic Unit Code (HUC): 12030102 flll Check if map/diagram of review area and/or potential jurisdictional areas is/are available upon request. 1,1 Check if other sites (e.g., offsite mitigation sites, disposal sites, etc ... ) are associated with this action and are recorded on a different JD form. D. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY): (I Office (Desk) Determination. Date: December 18 , 2007 (I Field Determination. Date(s): SECTION II: SUMMARY OF FINDINGS A. RHA SECTION 10 DETERMINATION OF JURISDICTION. There "navigable w(Jters of the U.S." within Rivers and Harbors Act (RHA) jurisdiction (as defined by 33 CFR part 329) in the review area. [Required] Waters subject to the ebb and flow of the tide. Waters are presently used, or have been used in the past, or may be susceptible for use to transport interstate or foreign commerce. Explain : B. CWA SECTION 404 DETERMINATION OF JURISDICTION. There "waters of the U.S." within Clean Water Act (CWA) jurisdiction (as defined ·by 33 CFR part 328) in the review area. [Required] 1. Waters of the U.S. a. Indicate presence of waters of U.S. in review area (check all that apply): 1 TNWs, including territorial seas Wetlands adjacent to TNWs Relatively permanent waters2 (RPWs) that flow directly or indirectly into TNWs Non-RPWs that flow directly or indirectly into TNWs . · Wetlands directly abutting RPWs that flow directly or indirectly into TNWs Wetlands adjacent to but not directly abutting RPWs that flow directly or indirectly into TNWs Wetlands adjacent to non-RPWs that flow directly or indirectly into TNWs Impoundments of jurisdictional waters Isolated (interstate or intrastate) waters, including isolated wetlands b. Identify (estimate) size of waters of the U.S. in the review area: Non-wetland waters: linear feet: width (ft) and/or 2000 acres. Wetlands: acres . c. Limits (boundaries) of jurisdiction based on: Elevation of established OHWM (if known): 2. Non-regulated waters/wetlands (check if applicable):3 [i Potentially jurisdictional waters and/or wetlands were assessed within the review area and determined to be not jurisdictional. Explain: . 1 Boxes checked below shall be supported by completing the appropriate sections in Section ill below. 2 For purposes of this form , an RPW is defined as a tributary that is not a TNW and that typically flows year-round or bas continuous flow at least "seasonally" ( e .g., typically 3 months). 3 Supporting documentation is presented in Section m .F. SECTION III: CWA ANALYSIS ' ~-TNWs AND WETLANDS ADJACENT TO TNWs The agencies will assert jurisdiction over TNWs and wetlands adjacent to TNWs. If the aquatic resource is a TNW, complete Section III.A.1 and Section III.D.1. only; if the aquatic resource is a wetland adjacent to a TNW, complete Sections 111.A.1 and 2 and Section 111.D.1.; otherwise, see Section 111.B below. 1. TNW Identify TNW : Lake Arlington . Summarize rationale supporting determination: The Arlington Yacht Club (AYC) owns and operates a commercial marina on Lake Arlington that provides boat storage, recreational boating opportunities, sailboat race training, and boat operation classes. The A YC charges membership fees , annual dues and boat storage fees . The A YC sponsors a variety of sailing activities on Lake Arlington for championship and novice sailors, including the Sunfish Southwest Regional Regatta, Texas Sunfish Circuit Regatta, and A YC Annual Regatta. Regatta participants come from other clubs located a)l over the country including Florida, Oklahoma, New Jersey, and Kansas . A YC membership applications are available on the internet, which is accessable worldwide. Exelon Corporation, a national electric utility company, ownes and operates a steam electric generating station called Handley Generating Station located on Lake Arlington, which uses water directly from Lake Arlington for the purpose ofheat transfer. The Handley Generating Station distributes electricity to Electric Reliability Council of Texas (ERCOD, which includes portions of western Louisiana within it's market area. ERCOT is a member of the North American Reliability Council and facilitates the competative power market. Lake Arlington is a Traditional Navigable Water under 33 CFR 328.3 (a)(l) because it is currently used in interstate commerce. 2. Wetland adjacent to TNW Summarize rationale supporting conclusion that wetland is "adjacent'': B. CHARACTERISTICS OF TRIBUTARY (THAT IS NOT A TNW) AND ITS ADJACENT WETLANDS (IF ANY): This section summarizes information regarding characteristics of the tributary and its jldjacent wetlands, if any, and it helps determine whether or not the standards for jurisdiction established under Rapanos have been met. The agencies will assert jurisdiction over non-navigable tributaries of TNWs where the tributaries are "relatively permanent waters" (RPWs), i.e. tributaries that typically flow year-round or have continuous flow at least seasonally (e.g., typically 3 months). A wetland that directly abuts an RPW is also jurisdictional. If the aquatic resource is not a TNW, but has year-round (perennial) flow, skip to Section III.D.2. If the aquatic resource is a wetland directly abutting a tributary with perennial flow, skip to Section III.D.4. · A wetland that is adjacent to but that does not directly abut an RPW requires a significant nexus evaluation. Corps districts and EPA regions will include in the record any available information that documents the existence of a significant nexus between a relatively permanent tributary that is not perennial (and its adjacent wetlands if any) and a traditional navigable water, even though a significant nexus finding is not required as a matter of law. If the waterbody4 is not an RPW, or a wetland directly abutting an RPW, a JD will require additional data to determine if the waterbody has a significant nexus with a TNW. If the tributary has adjacent wetlands, the significant nexus evaluation must consider the tributary in combination with all of its adjacent wetlands. This significant n~xus evaluation that combines, for analytical purposes, the tributary and all of its adjacent wetlands is used whether the review area identified in the JD request is the tributary, or its adjacent wetlands, or both. If the JD covers a tributary with adjacent wetlands, complete Section III.B.1 for the tributary, Section 111.B.2 for any onsite wetlands, and Section III.B.3 for all wetlands adjacent to that tributary, both onsite and offsite. The "'termination whether a significant nexus exists is determined in Sectio_!l 111.C below. 1. Characteristics of non-TNWs that flow directly or indirectly into TNW (i) General Area Conditions: Watershed size: Drainage area: Average annual rainfall: Average annual snowfall: (ii) Physical Characteristics: (a) Relationship with TNW: inches inches 0 Tributary flows directly into TNW. 4 Note that the Instructional Guidebook contains additional information regarding swales , ditches , washes , and erosional features generally and in the arid West. • tributaries before entering TNW. Project waters are river miles from TNW. Project waters are river miles from RPW. Project waters are aerial (straight) miles from TNW . Project waters are aerial (straight) miles from RPW. Project waters cross or serve as state boundaries . Explain: Identify flow route to TNW5: Tributary stream order, if known: (b) General Tributary Characteristics {check all that apply): Tributary is : D Natural D Artificial (man-made). Explain: D Manipulated (man-altered). Explain: Tributary properties with respect to top of bank (estimate): Average width: feet Average depth: feet Average side slopes : • Primary tributary substrate composition ( check all that apply): D Silts D Sands D Cobbles D Gravel D Bedrock D Vegetation . Type/% cover: D Other. Explain: Tributary condition/stability [ e.g., highly eroding, sloughing banks]. Presence of run/riffle/ ool complexes. Explain : Tributary geometry: Tributary gradient (approximate average slope): % (c) Flow: Tributary provides for: Estimate average number of flow events in review area/year: Describe flow regime: Other information on duration and volume: Surface flow is : Characteristics: Subsurface flow : . Explain findings : D Dye (or other) test performed: Tributary has (check all that apply): D Bed and banks · D OHWM 6 (check all indicators that apply): D Concrete 0Muck Explain: D clear, natural line impressed on the bank D the presence oflitter and debris D changes in the character of soil D destruction of terrestrial vegetation D shelving D the presence of wrack line D vegetation matted down, bent, or absent D sediment sorting .D leaf litter disturbed or washed away D scour D sediment deposition D multiple observed or predicted flow events D water staining D abrupt change in plant community D other (list): D Discontinuous OHWM.7 Explain: If factors other than the OHWM were used to determine lateral extent of CW A jurisdiction ( check all that apply): · . High Tide Line indicated by: II Mean High Water Mark indicated by: D oil or scum line along shore objects D survey to available datum; D fine shell or debris deposits (foreshore) D physical markings; 5 Flow route can be described by identifying, e.g., tributary a, which flows through the review area, to flow into tributary b, which then flows into TNW. 6 A natural or man-made discontinuity in the OHWM does not necessarily sever jurisdiction ( e.g ., where the stream temporarily flows underground, or where the OHWM has been removed by development or agricultural practices). Where there is a break in the OHWM that is unrelated to the waterbody's flow regime ( e.g., flow over a rock outcrop or through a culvert), the agencies will look for indicators of flow above and below the break. 7Ibid. - 0 physical markings/characteristics 0 tidal gauges 0 other (list): (iii) Chemical Characteristics: D vegetation lines/changes in vegetation types . Characterize tributary ( e.g., water color is clear, discolored, oily film; water quality; general watershed characteristics, etc.). Explain: Identify specific pollutants, if known : -~ ....:. (iv) Biological Characteristics. Channel supports (check all that apply): 0 Riparian corridor. Ch aracteristics (type, average width): 0 Wetland fringe . Characteri stics : 0 Habitat for: 0 Federally Listed species. Explain findings : 0 Fish/spawn areas. Explain findings: 0 Other environmentally-sensitive species . Explain findings : 0 Aquatic/wildlife diversity. Explain findings : 2. Characteristics of wetlands adjacent to non-TNW that flow directly or indirectly into TNW (i) Physical Characteristics: (a) General Wetland Characteristics: Properties: Wetland size: acres Wetland type. Explain: Wetland quality. Explain: Project wetlands cross or serve as state boundaries . Explain : (b) Characteristics: Subsurface flow: -Explain findings : 0 Dye ( or other) test performed: (c) Wetland Adjacency Determination with Non-1NW: 0 Directly abutting (d) 0 Not directly abutting , 0 Discrete wetland hydrologic connection. Explain: 0 Ecological connection. Explain: 0 Separated by berm/barrier .. Explain: , river miles from 1NW. aerial (straight) miles from 1NW. (ii) C,hemical Characteristics: Characterize wetland system ( e .g ., water color is clear, brown, oil film on surface; water quality; general watershed characteristics; etc.). Explain: Identify specific pollutants, if known: (iii) Biological Characteristics. Wetland supports (check all that apply): 0 Riparian buffer. Characteristics (type, average width): 0 Vegetation type/percent cover. Explain: 0 Habitat for: 0 Federally Listecl,species. Explain findings: 0 Fish/spawn areas . Explain findings: 0 Other environmentally-sensitive species. Explain findings: 0 Aquatic/wildlife diversity. Explain findings: 3. Characteristics of all wetlands adjacent to the tributary (if an ) All wetland(s) being considered in the cumulative analysis : Approximately ( ) acres in total are being considered in the cumulative analysis . For each wetland, specify the following: Directly abuts? (YIN) Size (in acres) Directly abuts? (YIN) Size (in acres) Summarize overall biological, chemical and physical functions being performed: C. SIGNIFICANT NEXUS DETERMINATION A significant nexus analysis will assess the flow characteristics and functions of the tributary itself and the functions performed by any wetlands adjacent to the tributary to determine if they significantly affect the chemical, physical, and biological integrity of a TNW. For each of the following situations, a significant nexus exists if the tributary, in combination with all of its adjacent wetlands, has more than a speculative or insubstantial effect on the chemical, physical and/or biological integrity of a TNW. Considerations when evaluating significant nexus include, but are not limited to the volume, duration, and frequency of the flow of water in the tributary and its proximity to a TNW, and the functions performed by the tributary and all its adjacent wetlands. It is not appropriate to determine significant nexus based solely on any specific threshold of distance (e.g. between a tributary and its adjacent wetland or between a tributary and the TNW). Similarly, the fact an adjacent wetland lies within or outside of a floodplain is not solely determinative of significant nexus. Draw connections between the features documented and the effects on the TNW, as identified in the Rapanos Guidance and discussed in the Instructional Guidebook. Factors to consider include, for example: • Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to carry pollutants or flood waters to TNWs, or to reduce the amount of pollutants or flood waters reaching a 1NW? • Does the tributary, in combination with its adjacent wetlands (if any), provide habitat and lifecycle support functions for fish and other species, such as feeding, nesting, spawning, -or rearing young for species that are present in the TNW? • Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to transfer nutrients and organic carbon that support downstream foodwebs? • Does the tributary, in combination with its adjacent wetlands (if any), have other relationships to the physical, chemical, or biological integrity of the 1NW? Note: the above list of considerations is not inclusive and other ·functions observed or known to occur should be documented below: 1. Significant nexus findings for non-RPW that has no adjacent wetlands and flows directly or indirectly into TNWs. Explain findings of presence or absence of significant nexus below, based on the tributary itself, then go to Section III.D : 2. Significant nexus findings for non-RPW and its adjacent wetlands, where the non-RPW flows directly or indirectly into TNWs. Explain findings of presence or absence of significant nexus below, based on the tributary in combination with all of its adjacent wetlands, then go to Section III.D: 3. Significant nexus findings for wetlands adjacent to an RPW but that do not directly abut the RPW. Explain findings of presence or absence of significant nexus below, based on the tributary in combination with all of its -adjacent wetlands, then go to Section III .D: D. DETERMINATIONS OF JURISDIGfIONAL FINDINGS. THE SUBJECT WATERS/WETLANDS ARE (CHECK ALL THAT APPLY): 1. TNWs and Adjacent Wetlands. Check all that apply and provide size estimates in review area: . 1NWs: linear feet width (ft), Or, 2000 acres . Wetlands adjacent to TNWs : acres . 2. RPWs that flow directly or indirectly into TNWs. Tributaries of 1NW s where tributaries typically flow year-round are jurisdictional. Provide data and rationale indicating that tributary is perennial: . Ii Tributaries ofTNW where tributaries have continuous flow "seasonally" (e.g., typically three months each year) are jurisdictional. Data supporting this conclusion is provided at Section III.B . Provide rationale indicating that tributary flows seasonally: Provide estimates for jurisdictional waters in the review area ( check all that apply): !jl Tributary waters: linear feet width (ft). liJ Other non-wetland waters: acres. Identify type(s) of waters : 3. Non-RPWs 8 that flow directly or indirectly into TNWs. _ Ill Waterbody that is not a 1NW or an RPW , but flows directly or indirectly into a 1NW, and it has a significant nexus with a 1NW is jurisdictional. Data supporting this conclusion is provided at Section III.C. Provide estimates for jurisdictional waters within the review area (check all that apply): Iii Tributary waters: linear feet width (ft). Ill Other non-wetland waters: acres . Identify type(s) of waters : - 4. Wetlands directly abutting an RPW that flow directly or indirectly into TNWs. fl \J{etlands directly abut RPW and thus are jurisdictional as adjacent wetlands. Bl Wetlands directly abutting an RPW where tributaries typically flow year-round . Provide data and rationale indicating that tributary is perennial in Section III.D.2 , above. Provide rationale indicating that wetland is directly abutting ah RPW : (lj Wetlands directly abutting an RPW where tributaries typically flow "seasonally." Provide data indicating that tributary is seasonal in Section III.B and rationale in Section III .D .2, above . Provide rationale indicating that wetland is directly abutting an RPW : Provide acreage estimates for jurisdictional wetlands in the review area: acres . 5. Wetlands adjacent to but not directly abutting an RPW that flow directly or indirectly into TNWs. · · Wetlands that do not directly abut an RPW, but when considered in combination with the tributary to which they are adjacent and w'ith similarly situated adjacent wetlands, have a significant nexus with a 1NW are jurisidictional. Data supporting this conclusion is provided at Section III .C . Provide acreage estimates for jurisdictional wetlands in the review area: acres. 6. . Wetlan-ds adjacent to non-RPWs that flow directly or indirectly into TNWs. -Wetlands adjacent to such waters, and have when considered in combination with the tributary to which they are adjacent and with similarly situated adjacent wetlands, have a significant nexus with a 1NW are jurisdictional. Data supporting this conclusion is provided at Section III .C . · Provide estimates for jurisdictional wetlands in the review area: acres. 7. Impoundments of jurisdictional waters.9 As a general rule, the iJnpoundment of a jurisdictional tributary remains jurisdictional. Demonstrate that impoundment was created from "waters of the U.S.," or Demonstrate that water meets the criteria for one of the categories presented above ( 1-6), or Demonstrate that water is ·isolated with a nexus to commerce (see E below). E. ISOLATED [INTERSTATE OR INTRA-STATE] WATERS, INCLUDING ISOLATED WETLANDS, THE USE, DEGRADATION OR DESTRUCTION OF WHICH COULD AFFECT INTERSTATE COMMERCE, INCLUDING ANY SUCH WATERS (CHECK ALL THAT APPLY):10 which are or could be used by interstate or foreign travelers for recreational or other purposes. · from which fish or shellfish are or could be taken and sold in interstate or foreign commerce. which are or could be used for industrial purposes by industries in interstate commerce. Interstate isolated waters. Explain: Other factors. Explain : Identify water body and summarize rationale supporting determination: 8See Footnote# 3. 9 To complete the analysis refer to the key in Section 111.D.6 of the Instructional Guidebook _ 10 Prior to asserting or declining CWA jurisdiction based solely on this category, Corps Districts will elevate the action to Corps and EPA HQ for review consistent with the process described in the Corps/EPAMemora11dum Regardillg CWA Act Jurisdiction Following Rapanos. P_rovide estimates for jurisdictional waters in the review area (check all that apply): Im Tributary waters : linear feet width (ft). iilJ Other non-wetland waters: acres. Identify type(s) of waters: 1 Wetlands: acres . F. N_QN-JURISDICTIONAL WATERS, INCLUDING WETLANDS (CHECK ALL THAT APPLY): If potential wetlands were assessed within the review area, these areas did not meet the criteria in the 1987 Corps of Engineers Wetland Delineation Manual and/or appropriate Regional Supplements. !I Review area included isolated waters with no substantial nexus to interstate (or foreign) commerce. D Prior to the Jan 2001 Supreme Court decision in "SWANCC," the review area would have been regulated based solely on the "Migratory Bird Rule" (MBR). ·,II Waters do not meet the "Significant Nexus" standard, where such a finding is required for jurisdiction. Explain: II Other: (explain , if not covered above): Provide acreage estimates for non-jurisdictional waters in the review area, where the sole potential basis of jurisdiction is the MBR factors (i .e ., presence of migratory birds, presence of endangered species, use of water for irrigated agriculture), using best professional ~gment ( check all that apply): g Non-wetland waters (i.e ., rivers , streams): linear feet width (ft). ~ Lakes/ponds: acres. I!] Other non-wetland waters: acres . List type of aquatic resource: 111 Wetlands: acres. Provide acreage estimates for non-jurisdictional waters in the review area that do not meet the "Significant Nexus" standard, where such a finding is required for jurisdiction (check all that apply): : · · Lakes/ponds : acres. width (ft). I Non-wetland waters (i.e., rivers, streams): linear feet, • ":' , Other non-wetland waters: acres . List type of aquatic resource: · Wetlands: acres. SECTION IV: DATA SOURCES. A. SUPPORTING DATA. Data reviewed for JD (check all that apply-checked items shall be included in case file and, where checked and requested, appropriately reference sources below): ii Maps, plans, plots or plat submitted by or on behalf of the applicant/consultant: report from CH2M Hill dated September 28, 2007. ml Data sheets prepared/submitted by or on behalf of the applicant/consultant · 181 Office concurs with data sheets/delineation report. D Office does not concur with data sheets/delineation report. Data sheets prepared by the Corps: Corps navigable waters' study: U.S . Geological Survey Hydrologic Atlas: D USGS NHD data. 0 USGS 8 and 12 digit HUC maps. I. U :S. Geological Survey map(s). Cite scale & quad name: Keimendale . • _ .. · • USDA Natural Resources Conservation Service Soil Survey. Citation: National wetlands inventory map(s). Cite nai;ge : I.~ . ... ;. State/Local wetland inventory map(s): FEMA/FIRM maps: 100-year Floodplain Elevation is: (National Geodectic Vertical Datum of 1929) Photographs: 181 Aerial (Name & Date): 2006. or 181 Other (Name & Date):September 2007. Previous determination(s). File no. and date of response letter: Applicable/supporting case law: Applicable/supporting scientific literature: Other information (please specify): Company Internet Websites, including.pamphlets, announcements, membership information, and company information. B. ADDITIONAL COMMENTS TO SUPPORT JD: - NATIONWIDE PERMIT 12 Utility Line Activities Effective Date: March 19, 2007 (NWP Final Notice, 72 FR 11182 , para. 12) Utility Line Activities. Activities required for the construction, maintenance , repair, and removal of utility lines and associated facilities in waters of the United States, provided the activity does not result in the loss of greater than ~ acre of waters of the United States. Utility lines: This NWP authorizes the construction , maintenance , or repair of utility lines, including outfall and intake structures , and the associated excavation, backfill, or bedding for the utility lines, in all waters of the United States, provided there is no change in pre-construction contours. A "utility line" is defined as any pipe or pipeline for the transportation of any gaseous, liquid , liquescent , or slurry substance, for any purpose, and any cable, line , or wire for the transmission for any purpose of electrical energy, telephone, and telegraph messages , and radio and television communication . The term .. utility line" does not include activities that drain a water of the United States , such as drainage tile or trench drains , but it does apply to pipes conveying drainage from another area. Material resulting from trench excavation may be temporarily sidecast into waters of the United States for no more than three months, provided the material is not placed in such a manner that it is dispersed by currents or other forces. The district engineer may extend the period of temporary side casting for no more than a total of 180 days, where appropriate. In wetlands , the top 6 to 12 inches of the trench should normally be backfilled with topsoil from the trench . The trench cannot be constructed or backfilled in such a manner as to drain waters of the United States (e.g., backfilling with extensive gravel layers, creating a trench drain effect). Any exposed slopes and stream banks must be stabilized immediately upon completion of the utility line crossing of each waterbody. Utility line substations: This NWP authorizes the constr.uction, maintenance , or expansion of substation facilities associated with a power line or utility line in non-tidal waters of the United States, provided the activity, in combination with all other activities included in one single and complete project, does not result in the loss of greater than 1 /2 acre of waters of the United States. This NWP does not authorize discharges into non-tidal wetlands adjacent to tidal waters of the United States to construct , maintain , or expand substation facilities . Foundations for overhead utility line towers, poles, and anchors: This NWP authorizes the construction or maintenance of foundations for overhead utility line towers, poles, and anchors in all waters of the United States, provided the foundations are the minimum size necessary and separate footings for each tower leg (rather than a larger single pad) are used where feasible. Foundations for overhead utility line towers, poles, and anchors: This NWP authorizes the construction or maintenance of foundations for overhead utility line towers, poles, and anchors in all waters of the United States, provided the foundations are the minimum size necessary and separate footings for each tower leg (rather than a larger single pad) are used where feasible. Access roads : This NWP authorizes the construction of access roads for the construction and maintenance of utility lines, including overhead power lines and utility line substations , in non-tidal waters of the United States, provided the total discharge from a single and complete project does not cause the loss of greater than 1/2-acre of non-tidal waters of the United States. This NWP does not authorize discharges into non-tidal wetlands adjacent to tidal waters for access roads . Access roads must be the minimum width necessary (see Note 2, below). Access roads must be constructed so that the length of the road minimizes any adverse effects on waters of the United States and must be as near as possible to pre-construction contours and elevations (e.g., at grade corduroy roads or geotextile/gravel roads). Access roads constructed above pre-construction contours and elevations in waters of the United States must be properly bridged or culverted to maintain surface flows. This NWP may authorize utility lines in or affecting navigable waters of the United States even if there is no associated discharge of dredged or fill material (See 33 CFR part 322). Overhead utility lines constructed over section 10 waters and utility lines that are routed in or under section 10 waters without a discharge of dredged or fill material require a section 10 permit. ..,, "" This NWP also authorizes temporary structures , fills, and work necessary to conduct the utility line activity. Appropriate measures must be taken to maintai n normal downstream flows and minimize flooding to the maximum extent practicable , when temporary structures , work , and discharges, including cofferdams, are necessary for construction activities , access fills, or dewatering of construction sites. Temporary fills must consist of materials, and be placed in a manner, that will not be eroded by expected high flows. Temporary fills must be removed in their entirety and the affected areas returned to pre-construction elevations. The areas affected by temporary fills must be revegetated, as appropriate. Notification : The permittee must submit a pre-construction notification to the district eng i neer prior to commencing the activity if any of the following criteria are met: (1) The activity involves mechanized land clearing in a forested wetland for the utility line right-of-way; (2) a section 10 permit is required; · . 1 (3) the utility line in waters of the United States, excluding overhead lines, exceeds 500 feet ; (4) the utility line is placed within a jurisdictional area (i.e., water of the United States), and it runs parallel to a stream bed that is within that jurisdictional area ; (5) discharges that result in the loss of greater than 1/10-acre of waters of the United States; (6) pennanent access roads are constructed above grade in waters of the United States for a distance of more than 500 feet; or (7) pennanent access roads are constructed in waters of the United States with impervious materials. (See general condition 27.) (Sections 10 and 404) · Note 1: Where the proposed utility line is constructed or installed in navigable waters of the United States (i.e., section 10 waters), copies of the pre-construction notification and NWP verification will be sent by the Corps to · the National Oceanic and Atmospheric Administration (NOAA), National Ocean Service (NOS), for charting the utility line to protect navigation. Note 2: Access roads used for both construction and maintenance may be authorized, provided they meet the tenns and conditions of this NWP. Access roads used solely for construction of the utility line must be removed upon completion of the work, accordance with the requirements for temporary fills. Note 3: Pipes or pipelines used to transport gaseous, liquid, liquescent, or slurry substances over navigable waters of the United States are considered to be bridges, not utility lines , and may require a pennit from the U .S. Coast Guard pursuant to Section 9 of the Rivers and Harbors Act of 1899. However, any discharges of dredged or fill material into waters of the United States associated with such pipelines will require a section 404 pennit (see NWP 15) NATIONWIDE PERMIT GENERAL CONDITIONS General Conditions: The following general conditions must be followed in order for any authorization by a NWP to be valid: 1. Navigation. (a) No activity may cause more than a minimal adverse effect on navigation. (b) Any safety lights and signals prescribed by the U.S. Coast Guard, through regulations or otherwise, must be installed and maintained at the pennittee's expense on authorized facilities in navigable waters of the United States. (c) The pennittee understands and agrees that, if future operations by the United States require the removal, relocation, or other alteration, of the structure or work herein authorized, or if, in .the opinion of the Secretary of the Anny or his authorized representative, said structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters, the pennittee will be required, upon due notice from the Corps of Engineers, to remove, relocate, or alter the structural work or obstructions caused thereby, without expense to the United States. No claim shall be made against the United States on account of any such removal or alteration. · 2. Aquatic Life Movements. No activity may substantially disrupt the necessary life cycle movements of those species of aquatic life indigenous to the waterbody , i ncluding those species that normally migrate through the area, unless the activity's primary purpose is to impound water. Culverts placed in streams must be installed to maintain low flow conditions. 3. Spawning Areas . Activities in spawning areas during spawning seasons must be avoided to the maximum extent practicable. Activities that result in the physical destruction (e.g., through excavation, fill, or downstream smothering by substantial turbidity) of an important spawning area are not authorized. 4. Migratory Bird Breeding Areas . Activities in waters of the United States that serve as breeding areas for migratory birds must be avoided to the maximum extent~practicable. 5. Shellfish Beds. No activity may occur in areas of concentrated shellfish populations, unless the activity is directly related to a shellfish harvesting activity authorized by NWPs 4 and 48. · 6. Suitable Material. No activity may use unsuitable material (e.g., trash, debris, car bodies, asphalt, etc.). Material used for construction or discharged must be free from toxic pollutants in toxic amounts (see Section 307 of the Clean Water Act). 7 . Water Supply Intakes. No activity may occur in the proximity of a public water supply intake, except wtiere the activity is for the repair or improvement of public water supply intake structures or adjacent bank stabilization . 2 ·C: - 8. Adverse Effects From Impoundments. If the activity creates an impoundment of water, adverse effects to the . aquatic ·system due to accelerating the passage of water, and/or restricting its flow must be minimized to the maximum extent practicable. 9. Management of Water Flows. To the maximum extent practicable, the pre-construction course, condition, capacity, and location of open waters must be maintained for each activity, including stream channelization and storm water management activities, except as provided below. The activity must be constructed to withstand expected high flows. The activity must not restrict or impede the passage of normal or high flows , unless the primary purpose of the activity is to impound water or manage high flows. The activity may alter the pre- construction course, condition, capacity, and location of open waters if it benefits the aquatic environment (e.g., stream restoration or relocation activities). 10. Fills Within 100-Year Floodplains . The activity must comply with applicable FEMA-approved state or local floodplain management requirements. 11. Equipment. Heavy equipment working in wetlands or mudflats must be placed on mats , or other measures must be taken to minimize soil disturbance. 12. Soil Erosion and Sediment Controls. Appropriate soil erosion and sediment controls must be used and maintained in effective operating condition during construction, and all exposed soil and other fills , as well as any work below the ordinary high water mark or high tide line, must be permanently stabilized at the earliest practicable date. Permittees are encouraged to perform work within waters of the United States during periods of low-flow or no-flow. 13. Removal of Temporary Fills. Temporary fills must be removed in their entirety and the affected areas returned to pre-construction elevations. The affected areas must be revegetated, as appropriate. 14. Proper Maintenance. Any authorized structure or fill shall be properly maintained, including maintenance to ensure public safety. 15. Wild and Scenic Rivers . No activity may occur in a component of the National Wild and Scenic River System, or in a river officially designated by Congress as a "study river" for possible inclusion in the system while the river is in an official study status , unless the appropriate Federal agency with direct management responsibility for such river, has determined in writing that the proposed activity will not adversely affect the Wild and Scenic River designation or study status. Information on Wild and Scenic Rivers may be obtained from the appropriate Federal land management agency in the area (e.g., National Park Service, U.S. Forest Service, Bureau of Land Management, U.S. Fish and Wildlife Service). · 16. Tribal Rights. No activity or its operation may impair reserved tribal rights, including, but not limited to, reserved water rights and treaty fishing and hunting rights. 17. Endangered Species. (a) No activity is authorized under any NWP which is likely to jeopardize the continued existence of a threatened authorized under any NWP which "may affect" a listed or endangered species or a species proposed for such designation, as identified under the Federal Endangered Species Act (ESA), or which will destroy or adversely modify the critical habitat of such species. No activity is species or critical habitat, unless Section 7 consultation addressing the effects of the proposed activity has been completed. (b) Federal agencies should follow their own procedures for complying with the requirements of the ESA. Federal permittees must provide the district engineer with the, appropriate documentation to demonstrate compliance with those requirements. -· (c) Non-federal permittees shall notify the district engineer if any listed species or designated critical habitat might be affected or is in the vicinity of the project, or if the project is located in designated critical habitat, and shall not begin work on the activity until notified by the district engineer that the requirements of the ESA have been satisfied and that the activity is authorized. For activities that might affect Federally-listed endangered or threatened species or designated critical habitat, the pre-construction notification must include the name(s) of the · endangered or threatened species that may be affected by the proposed work or that utilize the designated critical habitat that may be affected by the proposed work. The district engineer will determine whether the proposed · activity "may affect" or will have "no effect" to listed species and designated critical habitat and will notify the non-Federal applicant of the Corps' determination within 45 days of receipt of a complete pre-construction notification. In cases where the non-Federal applicant has identified listed species or critical habitat that might be 3 affected or is in the vicinity of the project , and has so notified the Corps, the applicant shall not begin work until . , the Corps has provided notification the proposed act ivities will have ··no effect " on listed species or critical habitat, or until Section 7 consultation has been completed. (d) As a result of formal or informal consultati on with the FWS or NMFS the district eng i neer may add species-specific regional endangered species conditions to the NWPs. (e) Authorizati on of an activity by a NWP does not authorize the "take" of a threatened or endangered species as defined under the ESA. In the absence of separate authorization (e .g., an ESA Section 10 Permit , a Biological Opinion with "incidental take" provisi ons , etc.) from the U.S. FWS o r the NMFS , both lethal and non- lethal "takes" of protected species are in violation of the ESA. Information on the location of threatened and endangered species and their critical habitat can be obta i ned directly from the offices of the U.S . FWS and NMFS or their worldwide Web pages at http://www.fws.gov / and http ://www.noaa .gov/fi sheries .html respectively. 18. Historic Properties . (a) In cases where the district engineer determines that the activity may affect properties listed , or eligible for listing , in the National Register of Historic Places, the activ ity is not authorized , until the requ irements of Section 106 of the National Historic Preservation Act (NHPA) have been satisfied. (b) Federal permittees should follow thei r own procedures for complying with the requirements of Section 106 of the National Historic Preservation Act . Federal permittees must provide the district engineer with the appropriate documentation to demonstrate compli ance with those requirements. (c) Non-federal permittees must submit a pre-construction notification to the district engineer if the authorized activity may have the potential to cause effects to any historic properties listed , determ i ned to be eligible for listing on , or potentially eligible for listi ng on the National Register of Historic Places , including previously unidentified properties. For such activities , the pre-construction notification must state which historic properties may be affected by the proposed work or include a vicinity map indicating the location of the historic properties or the potential for the presence of historic properties. Assistance regarding information on the location of or potential for the presence of historic resources can be sought from the State Historic Preservation Officer or Tribal Historic Preservation Officer, as appropriate , and the National Register of Historic Places (see 33 CFR 330.4(9)). The district engineer shall make a reasonable and good faith effort to carry out appropriate identification efforts, which may include background research , consultation , oral history interviews, sample field investigation, and field survey. Based on the information subm itted and these efforts, the district engineer shall determine whether the proposed activity has the potential to cause an effect on the h istoric properties. Where the non-Federal applicant has identified historic properties which the activity may have the potential to cause effects and so notified the Corps , the non-Federal applicant shall not begin the activity until notified by the district engineer either that the activity has no potential to cause effects or that consultation under Section 106 of the NHPA has been completed. (d) The district engineer will notify the prospective permittee within 45 days of rece i pt of a complete pre- construction notification whether NHPA Section 106 consultation is required. Section 106 consultation is not required when the Corps determines that the activity does not have the potential to cause effects on historic properties (see 36 CFR 800.3(a)). If NHPA section 106 consultation is required and will occur, the district engineer will notify the non-Federal applicant that he or she cannot begin work until Section 106 consultation is completed. (e) Prospective permittees should be aware that section 110k of the NHPA (16 U.S.C. 470h-2(k)) prevent s the Corps from granting a permit or other assistance to an applicant who , with intent to avoid the requirements of Section 106 of the NHPA, has intentionally significantly adversely affected a historic property to which the permit would relate , or having legal power to prevent it, allowed such significant adverse effect to occur, unless the Corps, after consultation with the Advisory Council on Historic Preservation (ACHP), determines that circumstances justify granting such assistance despite the adverse effect created or permitted by the applicant. If circumstances justify granting the assistance, the Corps is required to notify the ACHP and provide documentation specifying the circumstances , explaining the degree of damage to the integrity of any historic properties affected, and proposed mitigation. This documentation.~must include any views obtained from the --applicant, SHPO/THPO , appropriate Indian tribes if the undertaking occurs on or affects historic properties on tri bal lands or affects properties of interest to those tribes , and other parties known to have a legitimate interest in the impacts to the permitted activity on historic properties. 19. Designated Critical Resource Waters. Critical resource waters include , NOAA-designated marine sanctuaries, National Estuarine Research Reserves , state natural heritage sites , and outstanding national resource waters or other waters officially designated by a state as having particular environmental or ecological significance and identified by the district engineer after notice and opportunity for public comment. The district engineer may also designate additional critical resource waters after notice and opportunity for comment. 4 (a) Discharges of dredged or fill material into waters of the United States are not authorized by NWPs 7 , 12, · 14 , 16 , '17 , 21 , 29 , 31, 35 , 39 , 40 , 42 , 43 , 44 , 49 , and 50 for any activity within , or directly affecting , critical resource waters , including wetlands adjacent to such waters. (b) For NWPs 3, 8 , 10 , 13, 15, 18 , 19 , 22 , 23 , 25 , 27 , 28 , 30 , 33 , 34 , 36 , 37, and 38, notification is required in accordance with general condition 27 , for any activ ity proposed in the designated critical resource waters including wetlands adjacent to those waters. The district eng ineer may authorize activities under these NWPs only after it is determined that the impacts to the critical resource waters will be no more than minimal. 20 . Mitigation. The district engineer will consider the following factors when determ i ning appropriate and practicable mitigation necessary to ensure that adverse effects on the aquatic environment are minimal : (a) The act ivity must be designed and constructed to avoid and minimize adverse effects , both temporary and permanent, to waters of the Un ited States to the maximum extent practicable at the project site (i.e., on site). (b) Mitigation in all its forms (avoiding, minimizing , rectifying , reduci ng , or compensating) will be required to the extent necessary to ensure that the adverse effects to the aquatic environment are minimal. (c) Compensatory mitigation at a minimum one-for-one ratio will be required for all wetland losses that exceed 1/10 acre and requ i re pre-construction notification, unless the district engineer determines in writing that some other form of mitigation would be more env i ronmentally appropriate and provides a project-specific waiver of this requ irement. For wetland losses of 1/10 acre or less that require pre-construction notification , the district engineer may determine on a case-by-case basis that compensatory m itigation is required to ensure that the activity results in minimal adverse effects on the aquatic env ironment. Since the likel i hood of success is greater and the impacts to potentially valuable uplands are reduced , wetland restoration should be the first compensatory mitigation option considered . (d) For losses of streams or other open waters that require pre-construction notification , the d istrict engineer may require compensatory mitigation , such as stream restorat ion , to ensure that the activity r esults in minimal adverse effects on the aquatic env i ronment. (e) Compensatory mitigation will not be used to increase the acreage losses allowed by the acreage limits of the NWPs. For example , if an NWP has an acreage limit of 1/2 acre, it cannot be used to authorize any project resulting in the loss of greater than 1/2 acre of waters of the United States, even if compensatory mitigation is prov ided that replaces or restores some of the lost waters. However, compensatory mitigation can and should be used , as necessary, to ensure that a project already meeting the established acreage limits also satisfies the minimal impact requirement associated with the NWPs. (f) Compensatory mitigation plans for projects in or near streams or other open waters will normally include a requirement for the establishment, maintenance , and legal protection (e.g ., conservation easements) of riparian areas next to open waters. In some cases , riparian areas may be the only compensatory mitigation required. Riparian areas should consist of native species. The width of the required riparian area will address documented water quality or aquatic habitat loss concerns . Normally, the riparian area will be 25 to 50 feet wide on each side of the stream , but the district engineer may require slightly wider riparian areas to address documented water quality or habitat loss concerns. Where both wetlands and open waters exist on the project site , the district engineer will determine the appropriate compensatory mitigation (e.g., riparian areas and/or wetlands compensation) based on what is best for the aquatic environment on a watershed basis. In cases where riparian areas are determined to be the most appropriate form of compensatory mitigation, the district engineer may waive or reduce the requirement to provide wetland compensatory mitigation for wetland losses. (g) Perm ittees may propose the use of mitigation banks, i n-lieu fee arrangements or separate activity-specific compensatory mitigation. In all cases , the mitigation provisions will specify the party responsible for accomplishing and/or complyi ng with the m itigation plan . (h) Where certain functions and services of waters of the United States are permanently adversely affected , SUCQ. as the conversion of a forested or scrub-shrub wetland to a herb_aceous wetland in a permanently maintained util ity li ne right-of-way , mitigation may be required to reduce the adverse effects of the project to the minimal level. 21 . Water Quality . Where States and authorized Tribes, or EPA where applicable , have not previously certified compliance of an NWP with CWA Section 401, individual 401 Water Quality Certification must be obtained or waived (see 33 CFR 330.4(c)). The district engineer or State or Tribe may require additional water quality management measures to ensure that the authorized activity does not result in more than minimal degradation of water quality. 22. Coastal Zone Management. In coastal states where an NWP has not previously received a state coastal zone management consistency concurrence , an individual state coastal zone management consistency 5 concurrence must be obtained , or a presumption of concurrence must occur (see 33 CFR 330.4(d)). The district . engineer or a State may require additional measures to ensure that the authorized activity is consistent with state coastal zone management requirements. 23. Regional and Case-By-Case Conditions. The activity must comply with ·any regional conditions that may have been added by the Division Engineer (see 33 CFR 330.4(e)) and with any case specific conditions added by the Corps or by the state , Indian Tribe , or U.S. EPA in its section 401 Water Quality Certification , or by the state in its Coastal Zone Management Act consistency determination. 24. Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete project is prohibited , except when the acreage loss of waters of the United States authorized by the NWPs does not exceed the acreage limit of the NWP with the highest specified acreage limit. For example, if a road crossing , over tidal waters is constructed under NWP 14, with associated bank stabilization authorized by NWP 13, the maximum acreage loss of waters of the United States for the total project cannot exceed 1 /3-acre . 25. Transfer of Nationwide Permit Verifications . If the permittee sells the property associated with the nationwide permit verification , the permittee may transfer the nationwide permit verification to the new owner by submitting a letter to the appropriate Corps district office to validate the transfer. A copy of the nationwide permit verification must be attached to the letter, and the letter must contain the following statement and signature: "When the structures or work authorized by this nationwide permit are still in existence at the time the property is transferred , the terms and conditions of this nationwide permit , including any special conditions, will continue to be binding on the new owner(s) of the property. To validate the transfer of this nationwide permit, and the associated liabilities associated with compliance with its terms and conditions, have the transferee sign and date below." (Transferee) (Date) 26. Compliance Certification. Each permittee who received the NWP verification from the Corps must submit a signed certification regarding the completed work and any required mitigation. The certification form must be forwarded by the Corps with the NWP verification letter and will include : (a) A statement that the authorized work was done in accordance with the NWP authorization, including any general or specific conditions; (b) A statement that any required mitigation was completed in accordance with the permit conditions ; and (c) The signature of the 'permittee certifying the completion of the work and mitigation. 27. Pre-Construction Notification . (a) Timing. Where required by the terms of the NWP, the prospective permittee must notify the district engineer by submitting a pre-construction notification (PCN) as early as possibie. The district engineer must determine if the PCN is complete within 30 calendar days of the date of receipt and, as a general rule, will request additional information necessary to make the PCN complete only once. However, if the prospective permittee does not provide all of the requested information, then the district engineer will notify the prospective permittee that the PCN is still incomplete and the PCN review process will not commence until all of the requested information has been received by the district engineer. The prospective permittee shall not begin the activity: (1) Until notified in writing by the district engineer that the activity r:i;iay proceed under the NWP with any special conditions imposed by the district or division engineer; or (2) If 45 calendar days have passed from the district engineer's receipt of the complete PCN and the prospective permittee has not received written notice from the district or division engineer. However, if the permittee was required to notify the Corps pursuant to general condition 17 that listed species or critical .habitat might be affected or in the vicinity of the project, or to notify the Corps pursuant to general condition 18 that the activity may have the potential to cause effects to historic properties, the permittee cannot begin the activity until receiving written notification from the Corps that is "no effect" on listed species or "no potential to cause effects" on historic properties, or that any consultation required under Section 7 of the Endangered Species Act (see 33 CFR 330.4(f)) and/or Section 106 of the National Historic Preservati on (see 33 CFR 330.4(9)) is completed. Also , work cannot begin under NWPs 21, 49 , or 50 until the permittee has received written approval from the Corps. If the proposed activity requ ires a written waiver to exceed specified limits of an NWP, the permittee cannot begin 6 ./ the activity until the district engineer issues the waiver. If the district or division engineer notifies the permittee in ,writing that an individual permit is required within 45 calendar days of receipt of a complete PCN , the permittee cannot begin the activity until an individual permit has been obtained. Subsequently, the permittee's right to proceed under the NWP may be modified , suspended , or revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2). (b) Contents of Pre-Construction Notification : The PCN must be i n writing and include the following information : (1) Name , address and telephone numbers of the prospective permittee ; (2) Location of the proposed project ; (3) A description of the proposed project; the project's purpose; direct and indirect adverse environmental effects the project would cause ; any other NWP(s), regional general permit(s), or individual permit(s) used or intended to be used to authorize any part of the proposed project or any related activity. The description should be sufficiently detailed to allow the district engineer to determine that the adverse effects of the project will be minimal and to determine the need for compensatory m itigation. Sketches should be provided when necessary to show that the activity complies with the terms of the NWP. (Sketches usually clarify the project and when provided results in a quicker decision.); (4) The PCN must include a delineation of special aquatic sites and other waters of the United States on the project site. Wetland delineations must be prepared in accordance with the current method required by the Corps. The permittee may ask the Corps to delineate the special aquatic sites and other waters of the United States, but there may be a delay if the Corps does the delineation, especially if the project site is large or contains many waters of the United States. Furthermore , the 45 day period will not start until the delineation has been submitted to or completed by the Corps, where appropriate; (5) If the proposed activity will result in the loss of greater than 1/10 acre of wetlands and a PCN is required , the prospective permittee must submit a statement describing how the mitigation requirement will be satisfied. As an alternative , the prospective permittee may submit a conceptual or detailed mitigation plan. (6) If any listed species or designated critical habitat might be affected or is in the vicinity of the project, or if the project is located in designated critical habitat, for non-Federal applicants the PCN must include the name(s) of those endangered or threatened species that might be affected by the proposed work or utilize the designated critical habitat that may be affected by the proposed work. Federal applicants must provide documentation demonstrating compliance with the Endangered Species Act; and · (7) For an activity that may affect a historic property listed on, determined to be eligible for listing on, or potentially eligible for listing on, the National Register of Historic Places, for non-Federal applicants the PCN must state which historic property may be affected by the proposed work or include a vicinity map indicating the location of the historic property. Federal applicants must provide documentation demonstrating compliance with Section 106 of the National Historic Preservation Act. (c) Form of Pre-Construction Notification: The standard individual permit application form (Form ENG 4345) may be used, but the completed application form must clearly indicate that it is a PCN and must include all of the information required in paragraphs (b)(1) through (7) of this general condition. A letter containing the required information may also be used. (d) Agency Coordination: (1) The district engineer will consider any comments from Federal and state agencies concerning the proposed activity's compliance with the terms and conditions of the NWPs and the need for mitigation to reduce the project's adverse environmental effects to a minimal level. (2) For all NWP 48 activities requiring pre-construction notification and for other NWP activities requiring pre-construction notification to the district engineer that result in the loss of greater than 1/2-acre of waters of the United States, the district engineer will immediately provide (e.g., via facsimile transmission, overnight mail, or other expeditious manner) a copy of the PCN to the appropriate Federal or state offices (U.S. FWS, state natural resource or water quality agency , EPA, State Historic Preservation Officer (SHPO) or Tribal Historic Preservation Office (THPO), and , if appropriate, the NMFS). With the exception of NWP 37,,these agencies will then have 10 calendar days' from the date the material is transmitted to telephone or fax the district engineer notice that they intend to provide substantive , site-specific comments. If so contacted by an agency, the district engineer will wait an additional 15 calendar days before making a decision on the pre-construction notification. The district engineer will fully consider agency comments received within the specified time frame, but will provide no response to the resource agency, except as provided below. The district engineer will indicate in the administrative record associated with each pre-construction notification that the resource agencies' concerns were considered. For NWP 37 , the emergency watershed protection and rehabilitation activity may proceed immediately in cases where there is an unacceptable hazard to life or a significant loss of property or economic hardship will occur. The · district engineer will consider any comments received to decide whether the NWP 37 authorization should be modified, suspended, or revoked in accordance with the procedures at 33 CFR 330.5 . 7 (3) In cases of where the prospective permittee is not a Federal agency, the district engineer will provide · a response to NMFS within 30 calendar days of receipt of any Essential Fish Habitat conservation recommendations , as required by Section 305(b)(4)(B) of the Magnuson-Stevens Fishery Conservation and Management Act. (4) Applicants are encouraged to provide the Corps multiple copies of pre-construction notifications to expedite agency coordination. (5) For NWP 48 activities that require reporting, the district engineer will provide a copy of each report within 10 calendar days of receipt to the appropriate regional office of the NMFS. (e) District Engineer's Decision : In reviewing the PCN for the proposed activity, the district engineer will determine whether the activity authorized by the NWP will result in more than minimal individual or cumulative adverse environmental effects or may be contrary to the public interest. If the proposed activity requires a PCN and will result in a loss of greater than 1/10 acre of wetlands , the prospective permittee should submit a mitigation proposal with the PCN . Applicants may also propose compensatory mitigation for projects with smaller impacts. The district engineer will consider any proposed compensatory mitigation the applicant has included in the proposal in determining whether the net adverse environmental effects to the aquatic environment of the proposed work are minimal. The compensatory mitigation proposal may be either conceptual or detailed. If the district engineer determines that the activity complies with the terms and conditions of the NWP and that the adverse effects on the aquatic environment are minimal , after considering mitigation, the district engineer will notify the permittee and include any conditions the district engineer deems necessary. The district engineer must approve any compensatory mitigation proposal before the permittee commences work. If the prospective permittee elects to submit a compensatory mitigation plan with the PCN , the district engineer will expeditiously review the proposed compensatory mitigation plan. The district engineer must review the plan within 45 calendar days of receiving a complete PCN and determine whether the proposed mitigation would ensure no more than minimal adverse effects on the aquatic environment. If the net adverse effects of the project on the aquatic environment (after consideration of the compensatory mitigation proposal) are determined by the district engineer to be minimal, the district engineer will provide a timely written response to the applicant. The response will state that the project can proceed under the terms and conditions of the NWP. If the district engineer determines that the adverse effects of the proposed work are more than minimal, then the district engineer will notify the applicant either: (1) That the project does not qualify for authorization under the NWP and instruct the applicant on the procedures to seek authorization under an individual permit; (2) That the project is authorized under the NWP subject to the applicant's submission of a mitigation plan that would reduce the adverse effects on the aquatic environment to the minimal level ; or (3) That the project is authorized under the NWP with specific modifications or conditions. Where the district engineer determines that mitigation is required to ensure no more than minimal adverse effects occur to the aquatic environment, the activity will be authorized within the 45-day PCN period. The authorization will include the necessary conceptual or specific mitigation or a requirement that the applicant submit a mitigation plan that would reduce the adverse effects on the aquatic environment to the minimal level. When mitigation is required , no work in waters of the United States may occur until the district engineer has approved a specific mitigation plan. 28. Single and Complete Project. The activity must be a single and complete project. The same NWP cannot be used more than once for the same single and complete project. Further lnfonnation 1. District Engineers have authority to determine if an activity complies with the terms and conditions of an NWP. 2 . NWPs do not obviate the need to obtain other federal, state , or local permits, approvals, or authorizations required by law. ·~ - 3. NWPs do not grant any property rights or exclusive privileges. 4. NWPs do not authorize any injury to the property or rights of others. 5. NWPs do not authorize interference with any existing or proposed Federal project. Definitions Best management practices {BMPs): Policies, practices , procedures, or structures implemented to mitigate the adverse environmental effects on surface water quality resulting from development. BMPs are categorized as structural or non-structural. 8 L Compensatory mitigation : The restoration , establishment (creation), enhancement, or preservation of aquatic resources for the purpose of compensating for unavoi dable adverse impacts which remain after all appropriate and practicable avoidance and minim ization has been achieved. Currently serviceable: Useable as i s or with some maintenance , bu t not so degraded as to essentially require reconstruction . Discharge : The term "di scharge" means any discharge of dredged or fill material and any activity that causes or results i n such a discharge. Enhancement: The manipulation of the physical , chemical, or biological characteristics of an aquatic resource to heighten , intensify, or improve a specific aquatic resource function(s). Enhancement results in the gain of selected aquatic resource function(s), but may also lead to a decline in othe r aquatic resource function(s). Enhancement does not result in a gain in aquatic resource area. Ephemeral stream: An ephemeral stream has flowing water only during , and for a short duration after , precipitation events in a typi cal year. Ephemeral stream beds are located above the water table year-round. Groundwater is not a source of water for the stream . Runoff from rainfall is the primary source of water for stream flow. Establishment (creation): The manipulati on of the physical , chemical, or biological characteristics present to develop an aquatic resource t hat did not prev iously exist at an upland site. Establishment results in a ga i n in aquatic resource area. Historic Property: Any prehistoric or historic district, site (including archaeolog ical site), building , structure , or other object included i n , or el igible for inclusion in , the National Reg ister of Historic Places maintained by the Secretary of the Interior. This term includes artifacts, records , and remains that are related to and located within such properties. The term includes properties of traditional religious and cultural importance to an Ind ian tribe or Native Hawaiian organization and that meet the National Register criteria (36 CFR Part 60). Independent utility: A test to determ ine what constitutes a single and complete project in the Corps regulatory program . A project is considered to have independent utility if it would be constructed absent the construction of other projects in the project area. Portions of a multi-phase project that depend upon other phases of the project do not have independent utility. Phases of a project that would be constructed even if the other phases were not bu ilt can be considered as separate single and complete projects with independent utility. Intermittent stream : An intermittent stream has flowing water during certain times of the year, when groundwater provides water for stream flow. During dry periods , intermittent streams may not have flowing water. Runoff from rainfall is a supplemental source of water for stream flow. Loss of waters of the United States : Waters of the United States that are permanently adversely affected by filling , flooding , excavation , or drainage because of the regulated activity. Permanent adverse effects i nclude permanent discharges of dredged or fill material that change an aquatic area to dry land , increase the bottom elevati on of a waterbody , or change the use of a waterbody. The acreage of loss of waters of the Un ited States is a threshold measurement of the impact to jurisdictional waters for determini ng whether a project may qualify for an NWP ; it is not a net threshold that is calculated after considering compensatory mitigation that may be used to offset losses of aquatic functions and services. The loss of stream bed includes the li near feet of stream bed that is filled or excavated. Waters of the United States temporarily filled , flooded , excavated, or drained, but restored to pre-construction contours and elevations after construction , are not included in the measurement of loss of waters of the United States. Impacts r esulting from activities eligible for exemptions under Section 404(f) of the Clean Water Act are not considered when calculating the loss of waters of the United States. Non-tidal wetland : A non-tidal wetland is a wetland that is not subject to the ebb and flow of tidal waters. The definition of a wetland can be found at 33 CFR 328.3(b). Non-tidal wetlands contiguous to tidal waters are located landward of the high tide line (i.e., spring high tide line). Open water: For purposes of the NWPs , an open-water is any area that in a year with normal patterns of precipitation has water flowing or standing above ground to the extent that an ordinary high water mark can be determined. Aquatic vegetation within the area of standing or flowing water is either non-~mergent, spa rse , or absent. Vegetated shallows are considered to be open waters. Examples of .. open waters" i nclude rivers , streams , lakes, and ponds. Ordinary High Water Mark: An ordinary high water mark is a line on the shore established by the fluctuations of water and indicated by physical characteristics , or by other appropriate means that consider the characteristics of the surrounding areas (see 33 CFR 328.3(e)). Perennial stream: A perennial stream has flowing water year-round during a typical year. The water table is located above the stream bed for most of the year. Groundwater is the primary source of water for stream flow. Runoff from rainfall is a supplemental source of water for stream flow. Practicable: Available and capable of being done after taking into considerat ion cost, existing technology , and log i stics in light of overall project purposes. 9 Pre-construction notification : A request subm itted by the project proponent to the Corps for confirmation that a particular activity is authorized by nationwide permit. The request may be a permit application , letter, or similar document that includes information about the proposed work and its anticipated environmental effects. Pre- construction notification may be required by the terms and conditions of a nationwide permit, or by regional conditions. A pre-construction notification may be voluntarily submitted in cases where pre-construction notification is not required and the project proponent wants confirmation that the activity is authorized by nationwide permit. Preservation: The removal of a threat to, or preventing the decline of, aquatic resources by an action in or near those aquatic resources . This term includes activities commonly associated with the protection and maintenance of aquatic resources through the implementation of appropriate legal and physical mechanisms. Preservation does not result in a gain of aquatic resource area or functions. Re-establishment: The manipulation of the physical, chemical , or biological characteristics of a site with the goal of returning natural/historic functions to a former aquatic resource . Re-establishment results in rebuilding a former aquatic resource and results in a gain in aquatic resource area . Rehabilitation: The manipulation of the physical, chemical , or biological characteristics of a site with the goal of repairing natural/historic functions to a degraded aquatic resource. Rehabilitation results in a gain in aquatic resource function , but does not result in a gain in aquatic resource area. Restoration : The manipulation of the physical, chemical , or biological characteristics of a site with the goal of returning natural/historic functions to a former or degraded aquatic resource . For the purpose of tracking net gains in aquatic resource area, restoration is divided into two categories : Re-establishment and rehabilitation. Riffle and pool complex: Riffle and pool complexes are special aquatic sites under the 404(b)(1) Guidelines. Riffle and pool complexes sometimes characterize steep gradient sections of streams. Such stream sections are recognizable by their hydraulic characteristics. The rapid movement of water over a course substrate in riffles results in a rough flow, a turbulent surface, and high dissolved oxygen levels in the water. Pools are deeper areas associated with riffles. A slower stream velocity, a streaming flow, a smooth surface , and a finer substrate characterize pools. Riparian areas: Riparian areas are lands adjacent to streams , lakes, and estuarine-marine shorelines. Riparian areas are transitional between terrestrial and aquatic ecosystems , through which surface and subsurface hydrology connects waterbodies with their adjacent uplands. Riparian areas provide a variety of ecological functions and services and help improve or maintain local water quality. (See general condition 20.) Shellfish seeding : The placement of shellfish seed and/or suitable substrate to increase shellfish production. Shellfish seed consists of immature individual shellfish or individual shellfish attached to shells or shell fragments (i.e., spat on shell). Suitable substrate may consist of shellfish shells, shell fragments , or other appropriate materials placed into waters for shellfish habitat. Single and complete project: The term "single and complete project" is defined at 33 CFR 330.2(i) as the total project proposed or accomplished by one owner/developer or partnership or other association of owners/developers. A single and complete project must have independent utility (see definition). For linear projects, a "single and complete project" is all crossings of a single water of the United States (i.e., a single waterbody) at a specific location. For linear projects crossing a single waterbody several times at separate and distant locations, each crossing is considered a single and complete project. However, individual channels in a braided stream or river, or individual arms of a large, irregularly shaped wetland or lake, etc., are not separate waterbodies, and crossings of such features cannot be considered separately. Stonnwater management Stormwater management is the mechanism for controlling stormwater runoff for t he purposes of reducing downstream erosion, water quality degradation, and flooding and mitigating the adverse effects of changes in land use on the aquatic environment. Stormwater management facilities : Stormwater management facilities are those facilities , including but not limited to, stormwater retention and detention ponds and best management practices, which retain water for a period of time to control rungff and/or improve the quality (i.e., by reducing the concentration .pf nutrients, sediments, hazardous substances and other pollutants) of stormwater runoff. Stream bed: The substrate of the stream channel between the ordinary high water marks. The substrate may be bedrock or inorganic particles that range in size from clay to boulders. Wetlands contiguous to the stream bed, but outside of the ordinary high water marks, are not considered part of the stream bed. Stream channelization: The manipulation of a stream's course, condition, capacity, or location that causes more than minimal interruption of normal stream processes. A channelized stream remains a water of the United States. Structure: An object that is arranged in a definite pattern of organization. Examples of structures include , wi t hout limitation , any pier, boat dock, boat ramp , wharf, dolphin, weir, boom , breakwater, bulkhead , revetment, riprap , jetty, artificial island, artificial reef, permanent mooring structure , power transmission line, permanently moored floating vessel, piling , aid to navigation , or any other manmade obstacle or obstruction. 10 Tidal wetland : A tidal wetland is a wetland (i.e., water of the United States) that is inundated by tidal waters. The ·definitions of a wetland and tidal waters can be found at 33 CFR 328.3(b) and 33 CFR 328.3(f), respectively . Tidal waters rise and fall in a predictable and measurable rhythm or cycle due to the gravitational pulls of the moon and sun. Tidal waters end where the rise and fall of the water surface can no longer be practically measured in a predictable rhythm due to masking by other waters , wind , or other effects. Tidal wetlands are located channelward of the high tide line, wh ich is defined at 33 CFR 328.3(d). Vegetated shallows : Vegetated shallows are special aquatic sites under the 404(b)(1) Guidelines. They are areas that are permanently i nundated and under normal circumstances have rooted aquatic vegetation , such as seagrasses in marine and estuarine systems and a variety of vascular rooted plants in freshwater systems. Waterbody: For purposes of the NWPs, a waterbody is a jurisdictional water of the United States that , during a year with normal patterns of precipitation , has water flowing or standing above ground to the extent that an ordinary high water mark (OHWM) or other indicators of jurisdiction can be determ i ned , as well as any wetland area (see 33 CFR 328 .3(b)). If a jurisdictional wetland is adjacent-meaning bordering , contiguous, or neighboring-to a jurisdictional waterbody displaying an OHWM or other indicators of jurisdiction , that waterbody and its adjacent wetlands are considered together as a single aquatic unit (see 33 CFR 328.4(c)(2)). Examples of "waterbodies" i nclude streams, rivers , lakes, ponds , and wetlands. ADDITIONAL INFORMATION This nationwide permit is effective March 19, 2007, and expires on March 18, 2012 . Information about the U.S. Army Corps of Engineers regulatory program , includi ng nationwide permits, may also be accessed at http ://www.swf.usace.army.mil/pubdata/env i ron/requlatory/index.asp or http ://www.usace .army.mil/cw/cecwo/reg 11 I l \ I I t I Kath leen Hartn ett Whi te , Ch airman Larry R. S owar d, Comm issioner H . S. Buddy Garc ia, Comm issio ner Glenn Shankle, Executiv e Directo r TEXAS COMMISSION ON ENVIRONMENTAL QUALITY Ms. Denise Sloan ,- Protecting Texa s by Reducing and Pre venting Pollution April 26, 2007 U.S . Anny Corps ofEngineers Galveston District CESWG-PE-RE P.O. Box 1229 Galveston, Texas 77553-1229 Re: USACE :Nationwide Permits Dear Ms . Sloan: This letter is in responseto your April 3, 2007_, letter requesting Clean Warer Act Section 401 certification of the United States Army Corps of Engineers (Corps) Nationwide Permits (NWPs). The Final Notice 'of Reissuance of Nationwide Permits was published in the Federal Register (Part II, Vol. 72, No. 47, pages 11092-11198) on March 12, 2007. Proposed regional conditions for NWPs in Texas were proposed in an October ·12, 2006 public notice . The Texas Commission on Envirom1fental Quality (fCEQ) has reviewed the Final Notice of Reissuance of Nationwide Permits and the proposed regional conditions. On behalf of the Executive Director and based on our evaluation of the information contained fu these docwnents, the TCEQ certifies that the activities authorized by NWPs 1, 2, 4, 5, 8, 9, ·10; 11, 20, 23 , 24, 28, 34, 35, and 48 should not result in a violation of established Texas Surface Water Quality Standards as required by Section 401 of the Federal Clean Water Act and .pursuant to Title 30, Texas Administrative Code, Chapter 279 . The TCEQ conditionally certifies thatthe activities authorized by NWPs 3, 6, 7, 12, 13, 14, 15, 17, 18, 19, 21, 22, 25, 27, 29, 30, 31, 32, 33, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 49, and 50 should not result µi a violation of established Texas Surface Water Quality ~tandards as required by Section 401 of the Federal Clean Water Act and pursuant to Title 30, Texas Administrative Code, Chapter 279. Conditions for each NWP are defined in Enclosure l and more detail on specific conditions are discussed belowJ · · · The TCEQ understands that~ proluoition against the use of NWPs in coastal dune swales will be included in the 2007 Texas Regional Conditions (Regional Conditions) for certain NWPs consistent with the 2002 Texas Regional Conditions . Inclusion of a prohibition of using NWPs in coastal dune swales is a condition of this 401 TCEQ certification. · The prohtoition of sidecasting of materials was removed from -NWP 41 in the 2007 NWP renewal. In the November 28, 2006 TCEQ comment letter to the Corps regarding the Regional Conditions for NWP 41, the TCEQ requested the prohibition against the permanent sidecasting of excavated materials into waters of the P.O. Box 130 87 • Au stin, Texas 78711-3087 • 512 -239-1000 • Internet address : www.tceq .state .tx.us i i i I i l · I l \ ; 1 i I·· 1·· l Ms. Denise Sloan U.S. Army Corps of Engineers USACE Nationwide Permits Page2 April 26, 2007 U.S. be included as a regional condition._ The TCEQ recommended that if the sidecasting prohibition is not included in the Regional Conditions, that a limit on the am0tmt of waters of the U.S. that can be impacted by the siqecasting, and ~ requirement for mitigation of those impacts be included as a regional condition. If the Corps chooses to not include a prolubition against sidecasting material in the Regional Conditions, the TCEQ conditional certification of NWP 41 is that the area impacted by the sidecasting should not exceed 3 acres or 1500 linear feet. For purposes of calculating the threshold one acre of impact is considered equal to 500 linear feet fuclusion of a prohibition against the permanent sidecasting of material that impacts more then 3 acres or 1500 linear feet under NWP 41 is a condition ofthis 401 TCEQ certification. In the November 28, 2006 TCEQ comment letter to the Corps regarding the Regio~l Conditions for NWP 46 (previously NWP B), the TCEQ requested a regional condition for NWP 46 tluit contains an upper limit no greater than 1,500 linear feet. fuclusion of a limit no greater than 1,500 linear feet under NWP 46 is a condition of this 401 TCEQ certification. · The TCEQ wants to clarify the application ofNWP 16 in Texas. NWP 16 should be limited to the return water from upland contained dredged material disposal .areas; It is important to emphasix.e the intent for dredged· material disposal. The TCEQ understands dredged material to be associated with navigational dredging activities, not commercial mining activities. To avoid confusion the TCEQ requests that a regional condition be added that prohibits the use of NWP 16 for activities that would be regulated tmder Standard Industrial Classification (SIC) .codes ·1442 and 1446 (industrial an_d construction sand and gravel mining) .. This condition is also included as part of the 401 certifi.ca~on ofNWP 16. · · The final NWP 16 states· that the quality of the return water is controlled by the state through the 401 certification procedures. Consistent with previous NWPs cmi:fication decisions the TCEQ ·is conditionally · certifying NWP .16 for the return water from confined upland disposal not to exceed a 300 mg/L Total Suspended Solids (f~S) concentration and request the Corps to include this condition in th~ Regional Conditions. The TCE;Q recognizes the usefulness of hamg an instantaneous method to detennine compliance wi~ the 300 mg/L TSS limit How.ever, existing literature and analysis of paired sampl~ of turbidity and TSS from the Texas Surface Water Quality Data indicate this relationship mu~ be a site specific characterization of the .actual sediments .to be dredged. To address this approach we have included .~w language in the NWP 16 conditional certification that allows flexibility to . use an instantaneous method in implementing the TSS limit when a site specific correlation, curve for turbidity (nephelometric turbidity units (NTU)) versus TSS has been approved by TCEQ. The TCEQ remains interested in working with the Cmps in the development of these curves. · We encourage the Corps to accept the conditional certification ofNWP 16 as a Regional Condition and that we work together to find the best methods to implement this limit · • ~.:.a . In evaluating this condition for the Regional Conditions for NWPs the TCEQ encourages the Corps to consider that TSS limits are promulgated as effluent limits under Title 40 of the Code of Federal Regulations. The TCEQ requirement to control return water from confined upland disposal n9t to exceed a .300 mgiL TSS has also been included in . individual 404 permits. It is also important to note that the Tcy:Q effectively imposes I I· t . ~ Ms. Denise Sloan U.S . Army Corps ofEngineers USACE Nationwide Pennits Page 3 April 26, 2007 TSS effluent limits in thousands of wastewater discharge pennits issued in Texas under Section 402 ·of the federal Clean Water Act. The TCEQ is conditionally certifying NWP General Condition #12 Soil Erosion and Sediment Controls, and General Condition #21 Water Quality. The conditions address three broad categories of water quality management with specific recommendations for Best Management Practices (BMPs) for each category. These BMPs are intended to enhance the water quality protection of these General Conditions . A list of TCEQ- recommended BMPs is included as Enclosure 2. Enclosure 3 is provided as a quick reference for all NWPs. A detai1ed description of the BMPs is provided in Enclosure 4. Runoff from bridge decks has been exempted from the requirement for post-construction total suspended solids (TSS) controls under General Condition 21. As stated in our April 3, 2007 letter to the Corps, the TCEQ would like to include these BMPs for the protection of waters in the state specific to each NWP as part of the regional conditions for Texas. The TCEQ is conditionally certifying NWPs 13, 29, 39, 40, 41, 42, 43 to require the Corps to copy TCEQ :on all writte~ approvals of waivers for impacts to ephemeral, intermittent or perennial streams. The TCEQ · is conditionally certifying NWP 36 to require the Corps to copy TCEQ on all written waivers for discharges greater than the 50 cubic yard limit or boat ramps greater than 20 feet in width. The TCEQ is also conditionally certifying General Condition 20 Mitigation to require the Corps · to copy TCEQ on any written notification of a mitigation waiver. In addition, TCEQ understands that a regional condition will be added that requires . mitigation for streams and special aquatic sites, such as pools/riffles, seagrass, and mudflats that will adequately compensate for their functions and values. The TCEQ is requesting this information to fulfill its responsibility · to ensure water of the state is appropriately protected by understanding the impact of waivers being granted m. Texas. · This certification decision is limited to those activities under the jurisdiction of the TCEQ. For ac;ti.vities related to the production and exploration of oil and gas a Texas Railroad Commission certification is required as provided in the Texas Water Code §26.131. The TCEQ has reviewed the Notice of Reissuance of Nationwide Pennits for consistency with the goals and policies of the Texas Coastal Management Program (CMP) in accordance with the regulations of the Coastal Coordination Council, 31 TAC §505.30, and has detennined that the action is consistent with the applicab~e CMP goals and policies. · This certification was reviewed for consistency with the CMP's development in critical areas policy {31 TAC §50l.14(h)} and dredging and dredged material disposal and placement policy {31 TAC §501.14G)}. This certification complies with the CMP goals {31 TAC §501.12(1,2,3,5)} applicable to these policies. The TCEQ reserves the right to modify this certification if additional information identifies specific ~eas where significant impacts, including cumulative or secondary impacts, are occurring, and the use of these NWPs would be inappropriate. · l j l I i· I j Ms . Denise Sloan U.S. Army Corps ofEngineers USACE Nationwide Permits Page4 April 26, 2007 No review of property rights, location of property lines, nor the distinction between public and private ownership. has been made; and this certification may not be used in any way with regard to questions of ownership_. If you require further assistance, please contact Ms. Lori Hamilton, Water Quality A.ssessment Section, Water Quality Diyision (MC-150), at (512) 239-0683. · ' Sincerely, ~(,\~·~~ . vrJrJ);. St~:y~.E., Director Water Quality Division . Texas Commission on Environmental Quality LWS/LH/jp Enclosures ccs: U.S. Army Corps of Engineers Southwestern Division . ATIN: Ms. Vicki Dixon 1100 Commerce Street . Dallas, Texas 75242-0216 U.S. Army Corps of Engineers Regulatory Branch CESWF-OD-R, ATIN: Mr. Wayne Lea P .0. Box 17300 Fort Worth, Texas 76102-0300 U.S . Army Corps of Engineers ATIN: Regulatory Section 1645 South 101 East Avenue Tulsa, Oklahoma 74128-4609 U.S. Army Corps of Engineers Albuquerque District- 4101 Jefferson Plaza, NE Albuquerque, New Mexico 87109 Enclosure 1 l t . l .. Conditions of Section 401 Certification for Nationwide Permits and General Conditions General Condition 12 (Soil Erosion and Sediment Controls) Erosion control and sediment control BMPs described in Attachment 1 are required with the use of this general condition. If the applicant does not choose one of the BMPs listed in Attachment 1, an individual 401 certification is required. General Condition 21 (Water Quality) . . Post-construction total suspended solids (TSS) BMPs described in Attachment 1 are required with the use of this general condition. If the applicant does not choose one of the BMP's listed in Attachment 1, an individual 401 certification is required. Bridge deck runoff is exempt from this requirement. General Condition 20 (Mitigation) Mitigation will be ·required for streams and special aquatic sites, suqh as pools/riffles, seagrass, atld mudflats, that will adequately compensate for their functions and values unless the Corps provides a project-specific waiver of this requirement. The U.S. Anny Corps of Engineers will copy the TCEQ on all mitigation waivers sent to applicants. NWPs 13, 29, 39, 40, 41, 42, 43 The U.S. Army 'corps of Engineers will copy .the TCEQ on . all written approvals of waivers for impacts to ephemeral, intermittent or perennial streams . . ·NWPs 7, 12, 14, 15, 17, 18, 19, 22, 25, 29, 30, 31, 32, 33, 36, 37, 39, 40, 41, 42, 43, 44, 45,46 These NWPs are not authorized for use in coastal dune swales in Texas. NWP 3 (Maintenance) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 6 (Survey Activities) Soil Erosion and Sediment Controls under GeneraLCondition 12 are required. NWP 7 (Outfall Structures and Associated Intake Structures) Soil Erosion and Sediment Controls under General Condition 12 are required. I 1 I NWP 12 (Utility Line Activities) Soil Erosion and Sediment Controls under General Condition . 12 are required. Post- construction TSS controls under General Condition 21 are required. NWP 13 (Bank Stabilization) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 14 (Linear Transportation Projects) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are.required. NWP 15 (U.S. Coast Guard Approved Bridges) Soil Erosion and Sediment Controls under General Condition 12 are required; NWP 16 (Return Water From Upland Contained Disposal Areas) Activities that would be regulated under Stan_dard Industrial Classification {SIC) co_qes 1442 and 1446 (industrial and construction sand and gravel mining) are not eligible for . this NWP. Effluent from _an upland contained _ disposal area shall not exceed a TSS concentration of 300 mg/L unless a site-specific TSS limit, or a ·site specific correlation · curve for turbidity (nephelometric turbidity units (NTU)) versus (TSS)has been approved byTCEQ. NWP 17 (Hydropower Projects) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required. NWP 18 (Minor Discharges) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are re·quired .' ' NWP 19 (Minor Dredging) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 21 (Surface Coal Mining Operations) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are ·required. 1· I i I i I I j ~ !. NWP 22 (Removal of Vessels) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 25 (Structural Discharges) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 27 (Aquatic Habitat Restoration, Establishment, and Enhancement Activities)" Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 29 (Residential Developments) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required . NWP 30 (Moist Soil Management for Wildlife) Soil Erosion and Sediment _Controls under General Condition 12 are required. NWP 31 _(Maintenance of Existing Flood Control Facilities) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 ate required. NWP 32 (Completed Enforcement Actions) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 33 (Temporary Construction, Access and Dewatering) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 36 (Boat Ramps) The U.S. Army Corps of Engineers will copy the TCEQ on all written waivers for . discharges greater than the 50 cubic yard limit or boat ramps greater than 20 feet in width. · Soil Erosion and Sediment Controls under General Condition 12 are required. Post-construction TSS controls under General Condition 21 are required. NWP 37 (Emergency Watershed Protection and Rehabilitation) Soil Erosion and Sediment Controls under General Condition 12 .are required. NWP 38 (Cleanup of Hazardous and Toxic Waste) Soil Erosion and Sediment Controls under General Condition 12 are required . NWP 39 (Commercial and Institutional Developments) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required. NWP 40 (Agricultural Activities) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required. NWP 41 (Reshaping Existing Drainage Ditches) The area impacted by the sidecasting should not exceed 3 acres or 1500 linear feet. For purposes of calculating the threshold, one acre of impact is considered equal to 500 linear feet of impact. Soil Erosion and Sediment Controls under General Condition 12 are . required. Post-construction TSS controls under General Condition 21 are required. NWP 42 (Recreational Facilities) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required. NWP 43 (Stormwater Management Facilities) Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 44 (Mining Activities) · Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required. NWP 45 (Repair of Uplands Damaged by Discrete Events) Soil Erosion and Sediment Controls under General Condition 12 ·are required. Post- construction TSS controls under General Condition 21 are required. NWP 46 (Discharges in Ditches) The area impacted by discharges in ditches should not exceed 1500 linear feet. Soil Erosion and Sediment Controls under General Condition 12 are required. i I i I I I I j i , /· I ' .: ,:.:: NWP 47 (Pipeline Safety Program De~ignated Time Sensitive Inspections and Repairs) . Soil Erosion and Sediment Controls under General Condition 12 are required. NWP 49 (Coal Remining Activities) Soil Erosion and Sediment Controls under General -Condition 12 are required. Post- construction TSS controls under General Condition 21 are required. NWP 50 (Underground Coal Mining Activities) Soil Erosion and Sediment Controls under General Condition 12 are required. Post- construction TSS controls under General Condition 21 are required. "' Enclosure 2 I I j l. l l ' I Texas Commission on Environmental Quality 401 Water Quality Certification Conditions for Nationwide Permits Attachment 1 Below are the 401 water quality certification conditions the Texas Commission on Environmental Quality (TCEQ) added to the March 12, 2007 issuance of Nationwide Permits (NWP), as descri:l,ed in the Federal Register (Part II, Vol. 67, No. 10, pag~s 2020-2095). · Additional information regarding these conditions, including descriptions of the best management practices (BMPs), can be obtained from the TCEQ by contacting the 401 Coordinator, MC-150, P.O. Box 13087, Austin, Texas 78711-3087 or from the appropriate U :S. Anny Corps of Engineers district office. . . . I. Erosion Control Disturbed areas must be stabilized. to prevent the introduction of sediment to adjacent wetlands or water bodies during wet weather conditions ( erosion). At least one of the following BMPs must be maintained and remain in place until the area has been stabilized forNWPs 3, 6, 7, 12, 13, 14, 15, 17, 18, 19, 21, 22, 25, 27 ,29, 30, 31, 32, 33, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 49, and 50. If the applicant does not choose one of the BMPs listed, an individual 401 certification is required. o TemporaryVegetation o Mulch o Interceptor Swale o Erosion Control Compost o Compost Filter Benns and Socks II. · Sedimentation Control o Blankets/Matting o Sod o Diversion Dike o Mulch Filter Berms and Socks Prior to project initiation, the project area must be isolated from adjacent wetlands and water bodies by the use of BMPs to confine sediment. bredged material shall be placed in such a manner that prevents sediment runoff into water in the state, including wetlands. Water bodies can be isolated by the use of one or more of the required BMPs identified for sedimentation control. These BMP's must be maintained and remain in place until the dredged material is stabilized. At least one of the following BMPs must be maintained and remain in placeuntiltheareahasbeenstabilizedforNWPs3,6, 7, 12, 13, 14, 15, 17, 18, 19,21,22,25,27,29,30,31, 32, 33,· 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 49, and 50. If the applicant does not choose one of the BMPs listed, an individual 401 certification is required. ·· · · .. . ·, . -..... · .. · . o Sand Bag Berm o RockBerm o SiltFence o Hay Bale Dike o Triangular Filter Dike o Brush Berms Revised April 13, 2007 Page I of3 401 Water Quality Certification Conditions for Nationwide Permits Page2 o Stone Outlet Sediment Traps o Erosion Control Compost o Compost Filter Berms and Socks ID. Post-Construction TSS Control o Sediment Basins o Mulch Filter Berms and Socks After construction has been completed and the site is stabilized, total suspended solids (TSS) loadings shall be controlled by at least one of the following BMPs forNWPs 12, 14 , 17 , 18, 21, 29, 31 , 36, 39 , 40, 41 , 42, 44, 45, 49, and 50. If the applicant does not choose one of the BMPs listed, an individual 401 certification is r equired. Runoff from bridge decks has been exempted from the requirement for post construction TSS controls . o Retention/Jrrigation Systems o Constructed Wetlands o Extended Detention Basin o Wet Basins o Vegetative Filter Strips o Vegetation lined drainage ditches o Grassy Swales o Sand Filter Systems o Erosion Control Compost o Mulch Filter Berms and Socks o Compost Filter Berms and Socks o Sedimentation Chambers* · * Only to be used when there is no space available for other approved BMPs. IV. NWP 16: Return Water from Upland Contained Disposal Areas Effluent from an upland contained disposal area shall not exceed a TSS concentration of 300 mg/L unless a site-specific TSS limit, or a site specific correlation curve for turbidity (nephelometric turbidity units (NTU)) versus (TSS) has been approved by TCEQ. · V. NWP 29, 39, 40, and 42, 43 ,::: The Corps will copy the TCEQ on all authorizations for impacts of greater than 300 linear feet of intermittent and ephemeral.streams. ,·. ·, -· ,.,.-.. . ....... ·· VI. NWP 13 and 41 The Corps will copy the TCEQ on all authorizations for impacts greater than 500 linear feet in length of ephemeral, intennittent, perennial streams or drainage ditches. Revised Ap ri l 13, 2007 Page2 of3 401 Water Quality Certification Conditions for Nationwide Permits Page3 VII. NWP 36 The Corps will copy the TCEQ on all authorizations for discharges greater than the 50 cubic yard limit or b oat ramps greater than 20 feet in width. VIII. NWPs 7, 12, 14, 15, 17, 18, 19, 22, 25, 29, 30, 31, 32, 33, 36, 37, 39, 40, 41, 42, 43, 44, 45, 46 T hese NWPs are not authorized for use in coastal dune swales in Texas. :C,.,• ·. Revis ed April 13, 2007 Page 3 of3 I t Table 1 Reference to Nationwide Permits Best Management Practices Requirements NWP Permit Description Erosion Control Sediment Control Post Construction TSS 1 Aids to Navigation 2 Structures in Artificial Canals X X 3 Maintenance 4 Fish and Wildlife Harvesting, Enhancement and Attraction Devices and Activities ) Scientific Measurement Devices X X 6 Survey Activities X X 7 Outfall Structures and Associated Intake Stnictures 8 Oil and Gas Structures on the Outer Continental Shelf 9 Structures in Fleeting and Anchorage Areas 10 Mooring Buoys 11 Temporary Recreational Structures ' X X X 12 Utility Line Activities X X 13 Bank Stabilization X X X 14 Linear Transportation Projects X X 15 U.S. Coast Guard Approved Bridges 16 Return Water From Upland Contained Disposal Areas X X X 17 Hydropower Projects X X X 18 Minor Disciiarges " .. ,. . ' . . ':.:.. ~· X X . ' 19 Minor Dredging 20 Oil Spill Cleanup X X X 21 Surface Coal Mining Operations X X 22 Removal of Vessels I ,.· 23 Approved Categorical Exclusions I Revised April 2, 2007 Page I of3 Table 1 Reference to Nationwide Permits Best Management Practices Requirements NWP Permit Description Erosion Control Sediment Control Post Construction TSS 24 Indian Tribe or State Administered Section 404 Programs X X 25 Structural D ischarges 26 [Reserved] X ·x 27 Aquatic Habitat Restoration, Establishment, and Enhancement Activities 28 Modifications of Existing Marinas X X X 29 Residential Developments X X 30 Moist Soil Management for Wildlife ·-~ ..... X X X .31 Maintenance of Existing Flood Control Facilities X X 32 Completed Enforcement Actions X X 33 Temporary Construction, Access and Dewatering 34 Cranberry Production Activities 35 Maintenance Dredging of Existing Basins X X X 36 Boat Ramps X X 37 Emergency Watershed Protection and Rehabilitation X X 38 Cleanup ofHazardous and Toxic Waste X X X I r~ I 39 Commercial and Institutional "° Developments X X X 40 Agricultural Activities .. . ...... , ... X X X 41 Reshaping Existing Drainage Ditches X X X 42 Recreational Facilities Stormwater Management Facilities X X 43 X X X 44 Mining Activities Revised April 2, 2007 Page2 of3 Table 1 Reference to Nationwide Permits Best Management Practices Requirements- NWP Permit Description Erosion Control Sediment Control Post · Construction TSS 45 Repair of Uplands Damaged by X X X Di~crete Events . 46 D ischarges in Ditches X X 47 Pipeline Safety Program Designated X X Time Sensitive Inspections and Repairs 48 Existing Connnercial Shellfish Aquaculture.Activities 49 Coal Remining Activities X X X 50 Underground Coal Mining Activities X X X : .!, , •. )'_I Revised April 2 , 2007 Page 3 of3 · Enclosure 4 l i I . • · Description of BMPs EROSION CONTROL BMPs Temporary Vegetation Description: Vegetation can be used as a temporary or permanent stabilization technique for areas disturbed by construction. Vegetation effectively reduces erosion in swales, stockpiles, berms, mild to medium slopes, and along roadways. Other techniques such as matting, mulches, and grad ing · may be required to assist in the establishment of vegetation. Materials: • The type of temporary vegetation used on a site is a function of the .season and the availability of water for irrigation. ~ Temporary vegetation should be selected appropriately for the area. • County agricultural extension agents are a good source for suggestions for temporary vegetation. • All seed should be high quality, U.S.·Dept. of Agriculture certified seed. Installation: • Grading must be completed prior to seeding. • Slopes should be minimized. • Erosion control structwes should be installed. • Seedbe_ds should be well pulverized, loose, and uniform. • Fertilizers should be appljed at appropriate rates. • Seeding rates should be applied as recommended by the county agricultural extension agent. • The seed should be applied u_niformly. • Steep slopes should be· covered with appropriate soil stabilization matting. Blankets and Matting Description: Blankets and matting material can be used as an aid to control erosion on critical . sites during the establishment period of protective vegetation . The most common uses are in channels, interceptor swales, diversion dikes, short, steep slopes; and on tidal or stream banks. Revised April 2, 2007 Page 1 of32 Materials: New types of blankets and matting materials are continuously being developed . The Texas Department of Transportation (TxDOT) has defined the critical performance factors for these types of products and has established minimum performance standards which must be met for any product seeking to be approved for use within any of TxDOT's construction or maintenance activities . The products that have been approved by TxDOT are also appropriate for general construction site stabilization. . TxDOT maintains a web site . at http://www.dot.state.tx.us/insdtdot/orgcharUcmd/erosion/contents.httm which is updated as new products are evaluated . Installation: • Install in accordance with the manufacturer's recommendations. • Proper anchoring of the material. • Prepare a friable seed bed relatively free from clods and rocks and any foreign material. • Fertilize and seed in accordance with seeding or other type of planting plan. • Erosion stops should extend beyond the channel liner to full design cross-section of the channel. ' . . . ' . . ~ : . . . ·•A uniform trench perpendicular to line of flow may be dug with a spade or arnechanicaltrencher. • Erosion stops ·should be deep enough to penetrate solid material or below level of ruling in sandy soils . ' . ~ . :. • Erosion stop mats should be wide enough to allow turnover at bottom of trench for stapling, while maintaining th,e top edge flush with channel surface. Description: Mulching is the process of applying a material to the exposed soil surface.to protect it from erosive forces and to conserve soil moisture until plants can become established. When seeding critical sites, sites with adverse soil conditions or seeding on other thar:i optimum seeding dates, mulch material should be applied immediately after seeding. Seeding during .optimum seeding dates and with favorable soils and site condition~ will not need to be mulched. Materials: • Mulch may be small grain straw which should be applied uniformly. • On slopes 15 percent or greater, a binding chemical must be applied to the surface. • Wood-fiber or paper-fiber mulch may be applied by hydroseeding. • Mulch nettings may be used. • Wood chips may be used where appropriate . Revised April 2, 2007 Page 2 of32 Installation: Mulch anchoring should be accomplished immedi~tely after mulch placement. This may be done by one of the following methods: peg and twine, mu lch netting , mulch anchoring tool , or liquid mu lch · binde rs. · · · Description: Sod is appropriate for disturbed areas whi ch require immediate vegetative covers, or where sodding is preferred to other means of grass ·establishment. Locations particularly suited to stabilization wit h sod are waterways carrying intermittent flow, areas around drop inlets or in grass ed swales, and residential or commercial -lawns where quick use or aesthetics· are fact9rs . Sod is composed of living plants and those plants must receive adequate care in order to provide vegetative stabilization on a disturbe_d area . Materials: • Sod should be machine cut at a uniform soil thickness. • Pieces of sod should be cut to the supplier's standard width and length. • Torn or uneven pads are nqt acceptable. • Sectipns of sod should be strong enough to support their own weight and retain their size and shape when .suspended from a firm grasp. • Sod should be harvested, delivered , and installed within a period of 36 hours. Installation: - • Areas to be sodded should be brought to final grade. • The surface should be cleared of all trash and debris. ·• Fertilize according to soil tests.' • -Fertilizer should be worked into the soil. • Sod should not be cut or laid in excessively wet or dry weather. · • Sod should not be laid on soil surfaces that are frozen. "' • During periods of high temperature, the soil should be lightly irrigated. • The first row of sod should be laid in a straight line with subsequent rows placed parallel to and butting tightly against each other. • Lateral joints should be staggered to promote more uniform growth and strength. . . • Wherever erosion may be a problem , sod should be laid with staggered joints and secured . Revfsed April 2 , 2 007 · Page 3 of32 • Sod should be insta ll ed with the length perpendicular to the slope (on the contour) . . • Sod should be ro ll ed or tamped . • Sod should be irrigated to a sufficient depth. • Watering should be performed as often as necessary to maintain soil moisture. • The first mowing should not be attempted unti l the sod is firmly rooted.· • Not more than one third of the grass leaf should be removed at any one .cutting. Interceptor Swale Interceptor swales are used to shorten the length of exposed slope by intercepting runoff, prevent off-site runoff from enter ing ·the disturbed area, and prevent sediment-lad ell runoff from leaving a disturbed site. They may have av-shape or be trapezoidal with a flat bottom and-side slopes of 3 :1 or flatter. The outflow from a swale .should bf? directed to a stabilized outlet or sediment.trapping device. The swales should remain in place until the disturbed area is permanently stabilized . Materials: • Stabilization should consist of a l~yer of crushed stone three inches thick, riprap or high velo~ity erosion control mats. • Stone stabilization should .be used when grades exceed _ 2% or velocities excee.d 6 feet per iecond. · • Stabilization should extend acr:oss the bottom of the swale and up -both sides of the channel to a minimum height of three-inches above the design water surface elevation based.on a.2-year, 24- hour storm. · Installation: .. • An interceptor swale should be installed across exposed slopes during c;onst ruction and should intercept no more than 5 acres of runoff. • All earth removed and not needed in construction should be disposed of in an approved spoils site so that it will not interfere with the functioning of the swale or contribute to siltation in other areas of the site. c • All frees, brush , stumps, obstructions and other material should be removed and disposed of so as not to interfere .with the proper functioning of the swale. · • Swales should have a maximum depth of 1.5 feet with side slopes of 3:1 or flatter. Swales should have positive dratnage for the entire length to an outlet. • When the slope exceeds 2 percent, or velocities exceed 6 feet per second (regardless of slope), stabilization is required. Stabilization should be crushed stone placed in a layerof at least 3 inches thick or may be high velocity erosion control matting. Check dams are also recommended to Rev ised April 2, 2007 Page4 of32 reduce velocities in the swales possibly reducing the amount of stabilization necessary. • Minimum compaction for the swale should be 90% standard proctor density. Diversion Dikes A temporary diversion dike is a barrier created by the placement of an earthen embankment to reroute the flow of runoff to an erosion control device or away from an open, easily erodi.ble area . A diversion dike intercepts runoff from small upland areas and diverts it away from exposed slopes to a stabilized outlet, such as a rock berm, sandb@g berm, or stone outlet structure. These controls can be used on the perimeter of the site to prevent runoff from entering the construction area. Dikes are generally used for the duration of construction to intercept and reroute runoff from disturbed areas to prevent excessive erosion until permanent drainage features are installed and/or slopes are stabilized. Materials: • Stone stabilization (required for velocities in excess of 6 fps) should consist of riprap placed in a layer at least 3 inches thick and should extend a minimum height of 3 inches above the design Water surface up the existing slope and the upstream face of the dike. • Geotextile fabric should be a non-woven polypropylene fabric designed specifically for use as a soil filtration media with an approximate weight of 6 oz./yd 2, a Mullen burst rating of 140 psi, and having an equivalent opening size (EOS) greater than a #50 sieve. lnstal lation: . . · • Diversion dikes should be installed prior to and mainta.ined for the duration of construction and should intercept no more than 1 O_ acres of runoff. • Dikes should have a minimum top width of 2 feet and a. minimum height of compacted fill of 18 inches measured form the top of the existing ground at the upslope toe to top of the dike atid h?ve side slopes of 3:1 or flatter. · • The soil for the dike should be placed in lifts of 8 inches or less and be compacted to 95 % standard proctor.density. • The channel, which is formed by the dike, must have positive drainage for its entire length to an outlet. · • When the slope exceeds 2 percent, orvelocities exceed 6 feet per second (regardless of slope), stabilization is required. In situations where veloc,!jies do not exceed 6 feet per second,. vegetation may be used to controi erosion.· Erosion Control Compost Description: Erosion control compost (ECC) can be used as an aid to control erosion on critical sites during the establishment period of protective vegetation. The most common uses are on s t eep slopes, swales, diversion dikes, and on tidal or stream banks. Revised April 2, 2007 Page 5 of32 Materials: . New types of erosion control compost are continuously being developed .· The Texas Department of Transportation (TxDOT) has established min imum performance standards which must be met for any products seeking to be approved for use within any of TxDOT's construction or maintenance activities . Material used within any TxDOT construction or maintenance activities must meet material specifications in accordance with current TxDOT specifications . TxDOT maintains a website at http://www.dot.state.tx.us/des/landscape/compost/specifications.htm that provides information on compost specification data. This website also contains information on areas where the Texas Commission on Environmental Quality (TCEQ) restricts the use of certain compost products. ECC used for projects not related to TxDOT should also be of quality materials by meeting performance standards and compost specification data . To ensure the quality of compost used as .· an ECC, products should meet all applicable state and federal regulations, including but not limited to the United States Environmental Protection Agency (USEPA) Code of Federal Regulations (CFR), T itle 40, Part 503 Standards for Class A biosolids and Texas Natural Resource Conservation Commission (now named TCEQ) Health and Safety Regulations as defined in the Texas Administration Code (TAC), Chapter 332, and all other relevant requirements for compostprodµcts outlined in TAC, Chapter 332. Testing requirements required by the TCEQ are defined in TAC Chapter 332, including Sectio.ns §332 .71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades. Compost specification data approved by TxDOT are appropriate to use for ensuring the use of quality compost materials or for guidance. Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance regarding the product's specific use. The appropriate compost sampling and testing protocols included in the United States Composting Council (USCC) Test Methods for the Examination of Composting and Compost (TMECC) should be conducted on compost products used for ECC to enswre that the products used will not impact public health, safety, and the environment and to promote production and marketing of quality composts that meet analytical standards. TMECC is a laboratory manual that provides protocols for the composting industry and test methods for compost analysis. TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process. Numerous parameters that might be of concern in compost can be tested by following protocols or test methods listed in TMECC. TMECC information can be found at http://www.tmecc.org/tmecc/index.html. The USCC Seal of : Testing Assurance (STA) program contains information regarding compost STA certification. STA program information ·Can be found at http://tmecc.org/sta/STA_program_ description.html. Installation: • Install in accordance.with current TxDOT specification . • Use on slopes 3:1 or flatter. • Apply a 2 inch uniform layer unless otherwise shown on the pla·ns or as directed. • When rolling is specified, use a light corrugated drum roller. Revised April 2, 2007 Page 6 of32 I I I ~ ! i ! \ I i. Mulch Filter Berms and Socks Description : Mulch filter berms and socks are used to intercept and detain sediment laden run-off from unprotected areas. When property used, mulch filter berms and socks can be highly effective at controlling sediment from disturbed areas . They cause runoff to pond which allows heavier solids to settle. Mulch filter berms and socks are used during the period of construction near the perimeter of a disturbed area to intercept sediment while allowing water to percolate through. The berm or sock should remain in place until the area is permanently stabilized . Mulch filter berms should not be used when there is a concentration of water in a channel or drainage way. If concentrated flows occur after installation, corrective action must be taken . Mulch filter soc~s may be installed in construction areas and temporarily moved during the day to allow construction activity provided it is replaced and properly anchored at the end of the day. Mulch filter berms and socks may be seeded to allow for quick vegetative growth and reduction in run-off velocity. Materials: Ne:w types of mulch filter berms and socks are continuously being developed .. The Texas Department of Transportation (TxDOT) has established minimum performance standards wh ich must be met for any products seeking to be approved for use within any of TxDOT's construction or maintenance activities, Mulch filter berms and socks used within any TxDOT construction or maintenance activities must meet material specifications in accordance with .current TxDOT specifications. TxDOT maintains a . website at http:J/www.dot.state.tx.us/des/landscape/compost/specifications .htm that provides information on compost specification data. This website also contains information on areas where the Texas Commission on Environmental Quality (TCEQ) restricts the use of certain compost products. Mulch filter berms and socks used for projects not related to TxDOT should also be of quality materials by meeting performance standards and compost specification data. To ensure the quality of compost used for mulch filter berms and socks, products should meet all applicable state and federal regulations, including but not limited to the United States Environmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class A biosolids and Texas Natural Resource Conservation Commission Health and Safety Regulations as defined in the Texas Administration Code (TAC), Chapter 332, and all other relevant requirements for compost products outlined in TAC, Chapter 332. Testing requirements required by the TCEQ are defined in TAC Chapter 332, including Sections §332.71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades. Compost specification data approved by TxDOT are appropriate to use for ensuring the use ·of quality COIT1post materials or for guidance. Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance regarding the product's specific use. The appropriate compost sampling and testing protocols included in the Urilted States Composting Council (USCG) Test ~thods for the Examination of Composting and Compo~ (TMECC) should be conducted on compost products used for mulch filter berms and socks to ensure that the products used wm not impact public health, safety, and the environment and to promote production and marketing of quality composts that meet analytical standards. TMECC is a laboratory manual that provides protocols for the composting industry and test methods for compost analysis . TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process. Numerous parameters that might be of concern in compost can be tested by following protocols or test methods listed in TMECC . TMECC information can be found at http://www.tmecc.org/tmecc/index.html. The USCC Seal of Testing Assurance (STA) prog r am Revised April 2, 2007 Page 7 of 32 I 1 contains information regarding compost STA certification . ST A program information can be found at http ://tmecc.org/sta/ST A _program_ description .html. Installation: • Install in accordance with current TxD.OT specification. • Mulch filter berms should be constructed at 1-1/2 feet high and 3 foot wide at locations shown on plans . • Routinely inspect and maintain filter berm in a functional condition at all times. Correct deficiencies immediately. Install additional filter berm material as directed. Remove sediment after it has reached 1/3 of the height of the berm. Disperse filter berm or leave in place as directed. • Mulch filter socks should be in 8 inch , 12 inch or 18 inch or as directed . Sock materials should be designed to allow for proper percolation through . Compost Filter-Berms and Socks Description: Compost filter berms and socks are used to intercept and detain sediment laden.run- off from unprotected areas. When properly used, compost filter berms and socks can be highly effective at controlling sediment from disturbed areas . They cause runoff to pond which allows heavier solids to settle . Compost filter berms and socks are used during the period of construction , near the perimeter of a disturbed area to intercept sediment while allowing water to percolate through. The berm or sock should remain in place until the area is permanently stabilized. Compost filter berms should not be used when there is a concentration of water in a channel or drainage way. If concentrated flows occur after installation ·. corrective action must be taken. Compost filter socks may be jnstalled in construction areas and temporality moved during the day to allow construction activity provided it is replaced and properly anchored at the end of the day. Compost filter berms and socks may be seeded to allow for quick vegetative growth and reduction in run-off velocity. Materials: New types of compost filter berms and socks are continuously being developed. The Texas Department of Transportatioh (TxDOT) has established minimum performance standards which must be met for any products seeking to be approved for use within any of TxDOT's construction or maintenance activities . Compost filter berms and socks used within any TxDOT construction or maintenance activities must meet material specifications in accordance with TxDOT specification 1059. TxDOT maintains a website at http://www.dot.state.tx.us/des/landscape/compost/specifications.htm thatprovides information on' compost specification data-This website also contains information on areas where the Texas Commission on Environmental Quality (TCEQ) restricts the use of certain compost products. Compost filter berms and socks used ·for projects not related to TxDOT should also be of quality materials by meeting performanc~ standards and compost specification data. To ensure the quality of compost used as compost filter berms and socks, products should-meet all applicable state and federal regulations, including but not limited to the United States Environmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class A biosolids and Texas Natural Resource Conservation Commission (now named TCEQ) Health and Safety Regulations as defined in the Texas Administration Code (TAC), Chapter 332, and all other relevant Revised April 2, 2007 Page 8 of32 requirements for compost products outlined in TAC, Chapter 332. Testing requirements required by the TCEQ are defined in TAC Chapter 332, including Sections §332 .71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades . Compost specification data approved by TxDOT are appropriate to use fo r em~uring the use of quality compost materials or for guidance . Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance regarding the product's specific use . The appropriate compost sampling and testing protocols included in the United States Composting Council (USCC) Test Methods for the Examination of Composting and Compost (TMECC) should be conducted on compost produ.cts used for compost filter berms and socks to ensure that the products used will not impact public . health, safety,. and the environment and to promote production and marketing of quality · composts that meet analytical standards: TMECC is a laboratory manual ·that provides p·rotocols for the composting industry and test methods for compost analysis. TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process : Numerous parameters that might be of concern in compost can be tested by following protocols or test methods listed in TMECC. TMECC infomiation can be found at http://www.tmecc.org/tmecc/index.html. The USCC Seal of Testing Assurance (STA) program contains information regarding compost STA certification. STA program information Gan be found at http://tmecc.org/sta/ST A_program _description.html. · · Installation: • Install in accordanc_e with TxDOT Special Specification 1059. • Compost filter berms shall be constructed at 1-1 /2 feet high and. 3 foot wide at locations shown on plans. · · • Routinely inspect and maintain filter berm in a functional ·condition at all times. Correct deficiencies immediately. Install additional filter berm material as directed .. Remove sediment after it has reached 1/3 of the height of the berm. Disperse filter berm or leave in place as directed. • Compost filter socks shall be in 8 inch, 12 inch or 18 inch or as directed. Sock materials shall be designed allowing for proper percolation through. SEDIMENT CONTROL BMPS Sand Bag Berm Description: The purpose of a sandbag berm is to detain sediment.carried in runoff from disturbed areas. This ot?jective is accomplished by intercepting runoff and causingj,t to pool behind the sand bag berm. Sediment carried in the runoff is deposited on the upstream side of the sand bag berm due to the reduced flow velocity. Excess runoff volumes are allowed to flow over the top of the sand bag berm. Sand bag berms are used only during construction activities in streambeds when the contributing drainage area is between 5 and 1 O acres and the slope is less than 15%, i.e., ut ility construction in channels, temporary channel crosslng·for cohstruction equipment, etc. Plastic facing should be installed 6n the upstream side and the berm should be anchored to the streambed by drilling Into the rock and driving in ''T" posts or rebar (#5 or #6) spaced appropriately. Revised April 2, 2007 Page 9 of32 J Materials: • The sand bag material should be polypropylene, polyethylene, polyamide or cotton burlap woven . fabric, minimum unit weight 4 oz.Jyd 2, mullen burst strength exceeding 300 psi and ultraviolet stability exceeding 70 percent. • The bag length should be 24 to 30 inches, width should be 16 to 18 inches and thickness should be 6 to 8 inches. · • Sandbags should be filled with coarse grade sand and free from deleterious .material. All sand should pass through a No. 10 sieve. The filled bag should have an approximate weight of40 pounds. · • Outlet pipe should be schedule 40 or stronger polyvinyl chloride (PVC) having a nominal internal diameter of 4 inches . · Installation: • The berm should be a minimum he ight of 18 inches, measured from the top of the existing ground at the upslope toe to the top of the berm. • The berm should be sized as shown in the plans but should have a minimum width of 48 inches measured at the bottom of the berm and 16 inches measured at the top of the berm. • Runoff water should flow over the tops of th·e sandbags or through 4:-inch diameter PVC pipes embedded below the top layer of bags. · • When a sandbag is filled with materi al ; the open end of the sandbag shoul_d°be stapled or tied with nylon or poly cord. . . • Sandbags should ·be stacked in at least three rows abutting each other, and in staggered arrangement. • The base of the berm should have at least 3 sandbags. These can be reduced to 2 and 1 bag in the second and third rows respectively. • For each additional 6 inches of height, an additional sandbag must be .added to each row width . • A bypass pump -around system, or similar alternative, should be used on conjunction with the berm fo r effective dewatering of the work area. Silt Fence Description: A silt fence is a .barrier consist\ng of geotextile fabric supported by metal posts to prevent soil and sediment loss from a site . When properly used, silt fences can be highly effective at controlling sediment from disturbed areas . They cause runoff to pond which allows heavier solids to settle. If not properly installed, silt fences are not likely to be effective . Th~ purpose of a silt fence is to intercept and detain water-borne sediment from unprotected . areas of a limited extent. Silt fence is used during the period of construction near the perimeter of a disturbed area to intercept sediment while allowing water to percolate through . This fence should remain in place until the ·disturbed area is permanently stabilized . Silt fence should not be used where there is· a Revised April 2, 2007 Page 10 of32 I I 1· ! l ·, concentration of water in a channel or drainage way . If concentrated flow occurs after installation, corrective action mus t be taken such as placing a rock berm in the areas of concentrated f low. Silt fencing w ithin the site may be tempo rarily moved duri ng the day to allow construction activity · provided it is replaced and properly anchored to the ground at the end of the day. Silt fences on t he perimeter of the site or around drainage ways should not be moved at any time. Materials: • Silt fence material should be polypropylene, polyethylene or polyamide woven or nonwoven fabric. The fabric w idth should be 36 inches, with a minimum unit weight of 4 .5 ozlyd , mullen burst strength exceeding 190 lb/in 2, ultraviolet stability exceeding 70%, and minimum apparent opening size of U.S. Sieve No . 30. · • Fence posts should be made of hot rolled steel, at least 4 feet long with Tee or Y-bar cross section, surface painted or galvanized , minimum nominal weight 125 lb/ft 2, and Brindel! hardness exceeding 140. • Woven wire backing to support the fabric should be galvanized 2" x 4" welded wire, 12 gauge minimum; · Installation: • Steel posts, which support the silt fence, should be installed on a slight angle toward the anticipated runoff source. Post must be embedded a minimum of 1 foot deep and spaced not more than 8 feet on center. Where water concentrates , the maximum spacing should be 6 feet. • Lay out fencing down-slope of disturbed area, following the contour as closely as possible . The fence should be sited so that the maximum drainage area is % acre/100 feet of fence. • The toe of the silt fence should be trenched in with a spade or mechanical trencher, so that the down-slope face of the trench is flat and perpendicular to the line offlow. Where fence cannot be trenched in (e .g·., pavement or rock outcrop), weight fabric flap with 3 inches of pea gravel on uphill side to prevent flow from seeping under fence. • The trench must be a minimum of 6 inches deep and 6 inches wide to allow for the silt fence fal;>ric to be laid in the ground and backfilled with compacted material. • Siltfence should be securely fastened to each steel support post or to woven wire, which is in tum attached to the steel fen·ce post. There should be a 3-foot overlap, securely fastened where ends of fabric meet. · Triangular Filter~Oike 0 Description: The purpose of a triangular sediment filter dike is to intercept and detain water-borne sediment from unprotected areas of limited extent. The triangular sediment filter dike is used where there is no concentration of water in a channel or other drainage way above the barrier and the contributing drainage area is less than one 'acre. If the uphill slope above the dike exceeds 1 0%, the length of the slope above the dike should be less than 50 feet. If concentr~ted flow occurs after installation, corrective action should be taken such as placing rock berm in the areas of concentrated flow. This measure is effective on paved areas where installation of silt fence is not possible or where vehicle access must be maintained. The advantage of these controls is the ease Rev ised April 2 , 2007 Page 11 of 32 l I ~ ~ .I i with which they can be moved to allow vehicle traffic and then reinstalled to maintain sediment Materials: • Silt fence materi al should be polypropylene, polyethylene or po lyamide woven or nonwoven fabric. T he fabric width should be 36 inches, w ith a min imum unit weight of 4.5 ozlyd, mullen burst strength exceeding 190 lb/in 2 , ultraviolet ·stability exceeding 70%, and minimum apparent ·opening size of U .S. Sieve No . 30 . • The dike structure should be 6 gauge 6" x 6" wire mesh folded into triangular form being eighteen (18) inches on each side . Installation: • The frame of the triangular sediment filter dike should be constructed of 6" x 6", 6 gauge welded wire mesh , 18 inches per side, and wrapped with geotextile fabric the same composition as that used for silt fences. • Filter materia l should lap .over ends -six (6) inches to .cover dike to dike junction; .each junction should be secured by shoat rings. • Position dike paralle l to the contours, with the end of each section closely abutting the adjacen't sections. • There are severa!'options for fastening the filter dike to the ground. The fabric skirtmay be toed-in · with 6 inches of.compacted material, or 12 inches of the fabric skirt should extend uphill and be secured with a minimum of 3 inches of open _graded rock, _or with staples .or-·nails. If .these two options are not feasible the dike structure may be trenched in 4 inches. • Triangular sediment filter _dikes should be installed across exposed slopes during construction with ends of the dike tied into existing grades to prevent failure and should intercept no more than one acre of runoff. • When moved to allow vehicular access, the dikes should be reinstalled as soon as possible, but always at the end of the workday. Rock Berm Description: The purpose of a rock berm is to serve as a check dam in areas of concentrated flow, to intercept sediment-laden runoff, detain the sediment and release the water in sheet flow. The rock berm should be used when the contril:;uting drainage area is less than 5 acres. Rock berms are used in areas where the volume of runoff is too great for a silt fence to contain. They are less effective for sediment removal than silt fences, particularly for fine particles, but are able to · withstand higher flows than a silt fence. As such, rock berms are often used .in areas of channel flows (ditches, gullies, etc.). Rock b·erms are most effective at reducing bed · load in channels and should not be substituted for other erosion and sediment control measures further up the watershed. Materials: • The berm structure should be secured with a woven wire sheathing having maximum opening of 1 inch and a minimum wire diameter of 20 gauge galvanized and should be secured with shoat · rings . Revised Apr il 2, 2007 Page 12 of32 • Clean, open graded 3-to 5-inch diameter rock should be used, except in areas where high 'velocities or large volumes of flow are expected , where 5-to 8-inch diameter rocks may be used. Installation: • Lay out the woven wire sheathing perpendicular to the flow line. The sheathing should be 20 gauge woven wire mesh with 1 inch openings. • Berm should have a top width of 2 feet minimum with side slopes being 2:1 (H:V) or flatter.·. • Place the rock along the sheathing to a height not less than 18". • Wrap the wire sheathing around the rock and secure with tie wire so that the ends of t he sheathing overlap at least 2 inches, and the berm retains its shape when walked Upon. • Berm should be built along the contour at zero percent grade or as near as possible. • The ends of the berm should be tied into existing upslope grade and the berm should be buried in a trench approximately 3 to 4 inches deep to prevent failure of the control. Hay Bale Dike Description: The purpose of a hay or straw bale dike is to intercept and detain small amounts of sediment-laden runoff from relatively small unprotected areas. Straw bales are to be used when it is not feasible to install other, more effective measures or when the construction phase is expected to last less than 3 months. Straw bales should not be used on areas where rock or other hard surfaces prevent the full and uniform anchoring of the bar_rier. Materials: Straw: The best quality straw mulch comes from wheat, oats or barley and shoulp be free of weed and grass seed which may not be desired vegetation for the area to be protected. Straw mulch is light and therefore must be properly anchored to the ground. Hay: This is very similar Jo straw with the exception that it is made of grasses and weeds and not grain stems. This form of mulch is very inexpensive and is widely available but does introduce weed and grass seed to the area. Like straw, hay is light and must be anchored. . • Straw bales should weigh a minimum of 50 pounds and should be at least 30 inches long. · • Bales should be composed entirely of vegetable matter and be free of seeds. "' · • Binding should be either wire or nylon string, jute or cotton binding is unacceptable. Bales should . be used 'for not mar~ than two months before being replaced. Installation: • Bales should be embedded a minimum of 4 inches and securely anchored using 2" x 2" wood · stakes or 3/8" diameter rebar .driven through the bales into the ground a minimum of 6 inches. • Bales are to be placed directly adjacent to one another leaving no gap between them. Revised ·April 2, 2007 Page 13 of32 -' j 1 l -1 i I l (. i -I • All bales should be placed on the contour; • The first stake in each bale should be angled toward the previously laid bale to force the bales together. Brush Berms Organic litter and spoil material from site clearing operations is usually burned or hauled away to be dumped elsewhere. Much of this material can be used effectively on the construction site itself. The key to constructing an efficient brush berm is in the method used to obtain and place the.brush . It will not be acceptable to simply take a bulldozer and push whole trees into a pile . This method does not assure continuous ground contact with the berm and will allow uncontrolle9 flows under the berm. Brush berms may be used where there is little or no concentration of water in.a channel or .other drainage way above the berm. The size of the drainage area should be no greater th an one-fourth of an acre :per 100 feet of barrier.length; the maximum slope length behind the barrier should not exceed 100 feet;. an .ct . the maximum slope gradient.behind the barrier should be less than 50 percent (2 :1 ). . Materials: • The brush should consist of woody brush and branches, preferably less than 2 inches in diameter. • The filter fabric should conform to t he specifications for filter fence fabric. • The rope should be % inch polypropylene or nylon rope. • The anchors should be 3/8-inch diameter rebar stakes that are 18-inches long. Installation: • Lay out the brush berm following the contour as closely as possible. • The juniper limbs should be cut and hand placed with the vegetated part of the limb 1n close contact with the ground. Each subsequent branch should overlap the previous branch providing a shingle effect. • The brush berm should be constructed in lifts with ea~h layer extending the entire length of the berm before the next layer is started. • A trench should be excavated 6-inches wide and 4-inches deep along the length .of the barrier and immediately uphill from the barrier. • The filter fabric should be cut into lengths sufficient to lay across the barrier from its up-slope base to just beyond its peak. The lengths of filter fabric should be draped across the width of the barrier with the uphill edge placed in the trench and the edges of adjacent pieces overlapping each other. Where joints are necessary, the fabric should be spliced together with a minimum 6-inch overlap Revi sed April 2, 2007 Page 14 of32 i I· I I and securely sealed. • The trench should be backfilled and the soil compacted over the filter fabric. • Set stakes into the ground along the downhill edge of the brush barrier, and anchor the fabric by tying rope from the fabric to the stakes . Drive the rope anchors into the ground at approximately a 45-degree angle to the ground on 6-foot centers . • Fasten the rope to the anchors and tighten berm securely to the ground with a minimum tension of 50 pounds. •. The height of the brush berm should be a minimum of 24 inches after the securing ropes have been tightened. Stone Outlet Sediment Traps A stone outlet sediment trap is an impoundment created by the placement of an earthen and stone embankment to prevent soil and sediment loss from a site . The purpose of a sediment trap is to intercept sediment-laden runoff and trap the sediment in order to protect drainage ways; properties and rights of way below the sediment trap from sedimentation. A sediment trap is usually installed at points of discha·rge from disturbed areas. The drainage area for a sediment trap is recommended to be less than 5 acres . Larger areas should be treated using a sediment basin . A sediment trap differs from a sediment basin mainly in the type of discharge structure. The trap should be located to obtain the maximum · storage benefit from the terrain, for ease of clean out and disposal of the trapped · sediment and to minimize interference with construction activities . The volume of the trap should be at least 3600 cubic feet per acre of drainage area. Materials: • All aggregate should be ,at lest 3 inches in diameter and should not exceed a volume of 0.5 cubic foot. • The geotextile fabric specification should be woven polypropylene, polyethylene or polyamide geotextile, minimum unit weight of ~.5 oz/yd 2, mullen burst strength at least 250 lb/in 2, ultraviolet stability exceeding 70%, and equivalent opening size exceeding 40. Jnstallation: • Earth Embankment Place fill material in layers not more than 8 inches in loose depth. Before compaction, moisten or aerateaach layer as necessary to provide the optimum moisture cMtent of the material. Compact each layer to 95 percent standard· proctor density. Do not place . material on surfaces that are muddy or frozen. Side slopes for the embankment are to be 3:1. The minimum width of the embankment should be 3 feet. • A gap is to be left in the embankment in the location where the natural confluence of runoff crosses the embankment line, The gap is to have a width in feet equal to 6 times the drainage area in acres. Revised April 2, 2007 Page 15 of32 1 · \ ! I [ -I • Geotextile Cove red Rock Core: A core of filter stone having a minimum height of 1.5 feet and a minimum width at the base of 3 feet should be placed across the opening of the · earth embankment and should be covered_by geotextile fabric which should extend a minimum distance of 2 feet in either direction from the base of the filte r stone core. • Filter Stone Embankment: Filter stone should be.placed over the geotextile and is to have a side . slope which matches that of the earth embankment of 3:1 and should cover the geotextile/rock core a minimum of 6~inches when installation is complete . The crest of the outlet should be at least 1 foot below the top c:if the embankment. · Sediment Basins: The purpose of a sediment t>asin isto intercept sediment-laden runoff and trap the sediment in order to protect .drainage ways, properties and rights of way below the sediment basin from sedimentation . A sediment basin is usually installed at points of discharge from disturbed areas. The drainage area for a sediment basin is recommended to be less than 100 acres . Sediment basins are effective for capturing and slowly releasing t he runoff from larger disturbed areas thereby allowing sedimentation to take place. A sediment basin can be created where a · permanent pond BMP is being constructed. Guidelin.es for construction of the permanent ,$MP should be followed, .but revegetation, plac·ement of underdrain pip'i ng, and installation of.sand or other filter media should not' be carried out until the site construction phase is corriplete .. Materials: • Riser should be corrugated metal or reinforced concrete pipe or box and should have watertight fittings or end to end connections of sections. • An outlet pipe of corrugated metal or reinforced concrete should be attach:ed to the riser and should have positive flow to a stabilized outlet on the downstream side of the embankment. • An anti-vortex device and ·rubbish screen should be attached .to the top of the riser and should be made of polyvinyl chloride or corrugated metal. Basin Design and Construction: • For common drainage locations that serve an area with ten or more acres disturbed at one time, • a sediment basin should provide storage for a volume of r!Jnoff from a two-year, 24-hour storm from each disturbed acre dra ined . • .,, The basin length to width ratio should be at least 2:1 to im,prove trapping efficiency. The shape may be attained by excavation or the use of baffles. The lengths should be measured at the elevation of the riser de-watering hole . . . • Place fill material in layers not more than 8 inches in loose depth. Before compaction, moisten or aerate each layer as necessary to provide the optimum moisture content of the material. Compact each laye r to 95 percent standard proctor density. Do not place material on surfaces that are muddy or frozen . Side slopes for the embankment should be 3:1 (H:V). • An emergency spillway should be installed adjacent to the embankment on undisturbed soil and should be sized to carry the full amount of flow generated by a 10-year, 3-hour storm with 1 foot Revised Ap ri l 2, 2007 Page 16 of32 I I I· I I of freeboard less the amount which can be carried by the principal outlet control device. • The emergency spillway should be lined with riprap as should the swale leading from t he spillway to the normal watercourse at the base of the embankment. • The principa l outlet control device should consist of a rigid vertically oriented pipe or box of corrugated metal -or reinforced concrete. Attached to· this structure should be a horizontal pi p e, which should extend through the embankment to the toe offill to provide a de-watering outlet for the basin. • An anti-vortex device should be attached to the inlet portion of the principal outlet control device to serve as a rubbish screen . • A concrete base should be used to anchor the principal outle t control device and should be sized to -provide a safety factor of 1.5 (downward forces= 1.~ buoyant forces). • The basin should include a permanent stake to indicate the sediment level in _the pool and marked to indicate when the sediment occupies 50% of the basin volume (not the top of the · stake). · • The top ofthe riser pipe should remain open and be guarded with a trash rack and anti-vortex device. The top of the riser should be 12 inche~ below the elevation of the emergency spillway. The riser should be sized to convey the runoff from the 2-year, 3.;.hour storm when the water surface is at the emergency spillway elevation. For basins with no spillway the riser must be sized to convey the runoff from the 10-yr, 3-hour storm. • Anti-seep · collars should be included when soil conditions or length of service make piping, through the backfill a possibility. • The 48-hour drawdown time will b·e achieved by using a riser pipe perforated at the point measured from the bottom of the riser pipe equal to 1h the volume of the basin . This is the maximum sediment storage elevation. The size of the perforation may be calculated as follows: Where: As x .fih Ao=----- Cdx980,000 A 0 = Area of the de-watering hole, ft 2 As= Surface area of the basin, ft 2 0 Cd= Coefficient of contraction, approximately 0 .6 h = head of water above the hole, ft Perfon:1ting the riser with multiple holes with a combined surface area equal to A0 is acceptable. Erosion Control Compost Description: Erosion control compost (ECC) can be used as an aid to control emsion on critical Revi sed April 2, 2007 Page 17 of32 . 0 -I ' sites during the establishment period of protective vegetation . The rriost common uses are on steep slopes, swales , diversion dikes, and on tidal or stream banks . Materials: New types of erosion control compost are continuously being developed. The Texas Department of Transportation (TxDOT) has established minimum performance standards which must be met for any products seeking to be approved for use within any of TxDOT's construction or maintenance activities . Material used within any TxDOT construction or. maintenance activities must meet material specifications in accordance with current TxDOT specifications . TxDOT maintains a website at http ://www.dot.state.tx.us/des/landscape/compost/specifications.htm that provides information on compost specification data. This website also contains information on areas where the Texas Commission on Environmental Quality (TCEQ) restricts the use of certain compost products. · ECC used for projects not rela_ted to TxDOT should also be of quality materials by meeting performance standards and compost specification data. To ensure the quality of compost used as an ECC, products should meet all applicable state and federal regulations, including but not limited to the United States Environmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class.A biosolids and Texas Natural Resource Consel"\(ation Commission (now named TCEQ) Health and Safety Regulations as defined in the Texi:!s Administration Code (TAC), Chapter 332, and all other relevant requirements for compost products outlined in TAC, Chapter 332. Testing requirements required by the TCEQ are defined in TAC Chapter 332, including Sections §332.71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades. Compost specification data approved by TxDOT are appropriate to use for ensuring the use of quality compost materials or for guidance. Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance regarding the product's specific use. The appropriate compost sampling and testing protocols included in the United States Composting Council (USCC) test Methods for the Examination of Composting and Compost (TMl;CC) should be conducted on compost products used . for ECC to ensure that the products used will not impact public health, safety, and the environment and to promote production and marketing of quality composts that meet analytical standards . TMECC _ is a laboratory manual that provides protocols for the composting industry and test methods for compost analysis. TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process. Numerous parameters that might be of concern in compost can be tested by following protocols or test methods listed in TMECC. TMECC infonmation can be found at http://www.tmecc.org/tmecc/index.html. The USCC Seal of . Testing Assurance {STA) program contains information regarding compost STA certification. STA program information can be found at http://tmecc.org/sta/STA_program_:description.html. ··~ Installation: • Install in accordance with current TxDOT specification. • Use on slopes 3:1 or flatter. • Apply a 2 inch uniform layer unless otherwise shown on the plans or as directed. • When roll ing is specified, use a light corrugated drum roller. Revised April 2, 2007 Page 18 of 32 Mulch Filter Berms and Socks Description: Mulch filter berms and socks are used to intercept and detain sediment laden run-off from unprotected areas . When properly used, mulch filter berms and socks can be highly effective at controlling sediment from disturbed areas . They cause runoff to pond which allows heavier solids to settle. Mulch filter berms and socks are used during the period of construction near the perimeter of a disturbed area to intercept sediment while allowing water to .percolate through. The berm or sock · should remain in place until the area is permanently stabilized . Mulch filter berms should not be used when there is a .concentration of water in a channel or drainage way. If concentrated flows occur after installation, corrective action must be taken. Mulch filter socks may be installed in construction areas and temporarily moved during the day to allow construction activity provided it is replaced and properly anchored at the end of the day. Mulch filter berms and socks may be seeded to allow for quick vegetative growth and reduction in run-off velocity. Materials: New types of mulch filter berms and socks are continuously being developed. The Texas Department of Transport?tion (TxDOT) has established minimum performance standards which must be met for any products seeking to be approved for use within any of TxDOT's construction or maintenance activities. Mulch filter berms and socks used within ariy TxDOT construction or maintenance activities must tn~et material specifications in accordance with current TxDOT specifications. TxDOT . maintains a website at http://www.dot.state.tx.us/des/landscape/compost/specifications .htm that provides information on compost specification data. This website also contains information on areas where the Texas Commission on Environmental Quality (TCEQ) restricts the use of certain compost products. Mulch filter berms and socks used for projects not related to TxDOT should also be of quality materials by meeting performance standards and compost specificatioA data. To ensure the quality of compost used for mulch filter berms and socks, products should meet all applicable state and federal regulations, including but no't limited t6 the United States Environmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class A biosolids and Texas Natural Resource Conservation Commission Health and Safety Regulations as defined in the Texas Administration Code (TAC), Chapter 332, and all other relevant requirements for compost products outlined in TAC, Chapter 332: Testing requirements required by the TCEQ are defined in TAC Chapter 332, including Sections §332.71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades. Compost specification data approved by TxDOT are appropriate to use for ensuring the use of quality compost materials or for guid_ance. Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance regarding the product's specific use. The appropriate compost sampling and testing protocols included in the Unj ted States Composting Council (USCQ) Test Methods for the Examination of Composting and Com_post (TMECC) should be conducted on compost products used for mulch filter berms and socks to ensure that the products used will not impact public health, safety, and the envi ronment and to promote production and marketing of quality composts that meet analytical standards . TMECC is a laboratory manual that provides protocols for the composting industry and test methods for compost analysis. TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process . Numerous parameters that might be of concern in compost can be tested by following protocols or test methods listed in TMECC. TMECC information can be found at Revi sed Apri l 2, 2007 Page 19 of32 http://www.tmeGc.org/tmecc/index.html: The USCC Seal of Testing Assurance (STA) program contains information regarding compost STA certification . STA program information can be found at http://tmecc.org/sta/STA_program_description.html. Installation : • Install in accordance with current TxDOT specification . • Mulch filter berms should be constructed at 1-1/2 feethigh and 3 foot wide at locations shown on plans. • · Routinely inspect and maintain filter berm in a functional condition at all times . Correct deficiencies immediately. Install additional filter berm material as directed. Remove sediment after it has reached 1/3 of the height of the berm . Disperse filter berm or leave in place as directed. • Mulch filter socks should be in 8 inch, 12 inch or 18 inch or as directed. Sock materials should be designed to allow for proper percolation through . Compost Filter Berms and Socks Description: Compost filter berms and socks are used to intercept and detain sediment laden run- off from unprotected areas. When properly used, compost filter berms and socks can be highly effective at controlling sediment from disturbed areas. They cause runoff to pond which allows heavier solids to settle. Com.post filter berms and socks are used during the period of construction near the perimeter of a disturbed area to intercept sediment while allowing water to percolate through. The berm or sock should remain in place until the area is permanently stabilized. Compost filter berms should not be used when there is a concentration of water in a channel or drainage way. If, ~oncentra_ted flows occur after installation , corrective action must be taken. Compost filter socks may be installed in construction areas and temporality moved during the day to allow construction activity provided it is replaced and properly anchored at the end of the day. Compost filter berms and socks may be seeded to allow for quick vegetative growth and reduction in run-off velocity. Materials: New types of compost filter berms and socks are continuously being developed. The Texas Department of Transportation (TxDOT) has established minimum performance standards which must be met for any products seeking to be c!pprovedfor use within any ofTxDOT's construction or maintenance activities. Compost filter berms and socks used within any TxDOT construction or maintenance activities must meet material specifications in accordance with TxDOT specification 1059. "' TxDOT maintains a · ... --,website at http://www.dot.state.tx.us/des/landscape/compost/specifications.htm that provides information on compost specification data. This website also contains information on areas where the Texas Commission on Environmental Quality (TCEQ) restricts the use of certain compost products. . Compost filter berms and socks used for projects not related to TxDOT should also be of quality materials by meeting performance standards and compost specification data. To ensure the quality of compost used as .compost filter berms and socks, products should meet all applicable state and federal regulations, including but not limited to the United States Environmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class A biosolids and Texas Natural Resource Conservation Commission (now named TCEQ) Health and Safety Revised April 2, 2007 Page 20 of32 Regulations as defined in t h e Texas Admin istration Code (TAC), Chapter 332, and all other re levant requirements for compost products outli ned in TAC , Chapter 332. Testing requirements required by the TCEQ are defined in TAC Chapte r 332, including Sections §332.71 Sampling and Analysis Requirements for Fina l Products and §332.72 Final Product Grades . Compost specification data approved by TxDOT are appropriate to use for ensuring the use of quality compost materials or for guidance. Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance regarding the product's specific use. The appropriate compost sampling and testing protocols included in the United States Composting Council (USCG) Test Methods for the Examination of Composting and Compost {TMECC) sh·ould be conducted on compost products used for compost filter berms and socks to ensure that the products used will n ot impact public health, safety, and the environment and to promote production and marketing of quality composts · that meet analytical standards . TMECC is · a laboratory manual that · provides protecols fo r the composting industry and test methods for compost analysis. TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process . · Numerous parameters that might be of concern in compost can be tested by following protocols or test methods listed in TMECC. TMECC information can be found at http:/lwww.tmecc.org/tmecc/index.html. The USCG Seal of Testing Assurance (STA) program contains information regarding compost ST A certification. ST A program information can be found at http://tmecc.org/sta/ST A_program _description.html. Installation : • Install in accordance with TxDOTSpecial Specification 1059 .. • Compost filter berms shall be constructed at 1-1 /2 feet high and 3 foot wide at locations shown on plans. • Routinely inspect and maintain filter berm in a functional condition at all times. Correct deficiencies immediately. Install additional filter bem, material as directed. Remove sediment after it has 'reached 1/3 of the height of the berm. Disperse filter berm or leave in place as directed. • Compost filter socks shall be in 8 inch , 12 _inch or 18 inch or as directed . Sock materials sha ll be design~d allowirig for proper percolation through . POST-CONSTRUCTION TSS CONTROLS Retention/Irrigation Systems C ~ Description: Retention/irrigation systems refer to the capture of runoff in a holding pond, then use of the captured water for irrigation of appropriate landscape areas. Retention/irrigation systems are characterized by the capture and disposal of runoff w ithout direct release of captured flow to receiving streams . Retention systems exhibit excellent pollutant removal but can require regular, proper maintenance. Collection of roof runoff for subsequent use (rainwater harvesting) also qualifies as a retention/irrigation practice , but should be operated and sized to provide adequate volume. This technology, which emphasizes beneficial use of stormwater runoff, is particularly appropriate for arid regions because of increasing demands on water supplies for agricult ural · irrigation and urban water supply. Revised Apri l 2, 2007 Page 21 of32 Design Considerations: Retention/irrigation practices achieve 100% removal efficiency of total suspended solids · contained within the volume of water captured. Design elements of retention/irrigation systems include runoff storage facility configuration and sizing, pump and wet well system components, basin lining; basin detention t ime, and physical and operational components of the irrigation system . Retention/irrigation systems are appropriate for large drainage areas with low to moderate slopes . The retention capacity should be sufficient considering the average rainfall event for the area . Maintenance Requirements: Maintenance requirements for retention/irrigation systems include routine inspections, sediment removal , mowing, debris and litter removal, erosion control, and nuisance control. Extended Detention Basin Description: Extended detention facilities are basins that temporarily store a portion of stormwater runoff following a storm event. Extended detention basins are normally used to remove particulate pollutants and to reduce maximum runoff rates associated with development to their pre- development levels . The water quality benefits are the ;removal of sediment ar,id buoyant materials. Furthermore, nutrients, heavy metals, toxic materials, and oxygen-demanding materials associated with the particles also are removed. The control of the maximum runoff rates serves to protect drainage channels below the device from erosion and to reduce do'l.'.nstream flooding. Although detention facilities designed for flood control.have different design requirements than those used for water quality enhancement, it is possible to achieve these two objectives in a single facility. Design Considerations: Extended detention basins -can .remove approximately 75% of the total suspended solids contained within the volume of runoff captured in the basin .. Design elements of extended detention basins include basin sizing, basin configuration, basin side slopes, basin lining,. inlet/outlet structures, and erosion controls. Extended detention basins are .appropriate for large drainage areas with low to moderate slopes. The retention capacity should be sufficient considering the average rainfall event for the area . · Maintenance Requirements: Maintenance requirements for extended detention basins include routine inspections, mowing, debris and litter removal , erosion control, structural repairs ;nuisance control, and sediment removal. Vegetative Filter Strips Description: Filter strips, also known as vegetated buffer strips, are vegetated sections of land similar to grassy swales except they are essentially flat with low slopes, and are designed only to accept runoff as overland sheet flow. They may appear in any vegetated form from gra ssland to forest, and are designed to intercept upstream flow, lower flow velocity, and spread water out as sheetflow. The dense vegetative coverfacilitates conventional pollutant removalthrough detention, filtration by vegetation, and infiltration. Filter strips cannot treat high velocity flows, and do not provide enough storage or infiltration to effectively reduce peak discharges to predevelopment levels for design storms. This lack of quantity control favors use in rural or low-density development; however, they can provide water quality benefits even where the impervious cover is as high as 50%. The primary highway application for vegetative filter strips is along rural roadways where runoff that would othe_rwise discharge directly to Revis ed April 2, 2007 Page 22 of32 a receiving water passes through the filter strip before entering a conveyance system. Properly designed roadway medians and shoulders make effective buffer strips . These devices also can be used on other types of development where land is available and hydraulic conditions are appropriate. Flat slopes and low to fa ir permeability of natural subsoil are required for effective performance of filter strips. Although an inexpensive control measure, they are most useful in contributing watershed areas where peak runoff velocities are low as they are unable to treat the high flow velocities . typically associated with high impervious cover. Successful performance of filter strips relies heavily ori maintaining shallow unconcentrated flow. To avoid flow channelization and maintain perfonnance, a filter strip should: • Be equipped with a level spreading device for even distribution of runoff • Gontain dense vegetation with a mix of erosion resistant, soil binding species • Be graded to a uniform, even and relatively low slope • Laterally traverse the contributing runoff area Filter strips can be used upgradient from watercourses, wetlands, or other water bodies along toes and tops of slopes and at outlets of other stormwater management structures; They should be incorporated into street drainage and master drainage planning. The most important criteria for ·selection and use of this BMP are soils, space, and slope . Design Considerations: Veg·etative filter strips can remove approximately 85% of the total suspended solids contained within the volume of runoff captured.· Design elements of vegetative .filter strips include uniform,-shallow overland flow across the entire filter strip area, hydraulic loading rate, inlet structures, slope, and vegetative cover. The area should be free of gullies or rills which can concentrate flow. Vegetative filter strips are appropriate for small drainage areas with moderate . slopes. Other desig_n elements include the following: · • Soils and moisture are adequate to grow relatively dense vegetative stands • Sufficient space is available • Slope is less than 12% . • Comparable performance to more expensive structural controls 0 0 . Maintenance Requirements: Maintenance requirements for vegetative filter strips include pest management, seasonal mowing and lawn care, routine inspections, debris and litter removal, sediment removal, and grass reseeding and mulching. Constructed Wetlands · Description: -Constructed wetlands provide physical, chemical, and biological water quality Revised April 2, 2007 Page 23 of32 treatment of stormwater runoff. Physical treatment occurs as a result of decreasing flow velocities in the wetland , and is present in the form of evaporation , sedimentation , adsorption, and/or filtration. Chemical processes include chelation, precipitation,· and chemical adsorption. Biological processes include decomposition, plant uptake and removal of nutrients, plus biological transformation and degradation. Hydrology is one of the most influential factors in poilutant removal due to its effects on sedimentation, aeration, biological transformation, and adsorption onto bottom sediments. The wetland should be designed such that a minimum amount of maintenance is required . The natural surroundings, including such things as the potential energy of a stream or flooding river, should be util ized as much as possible. The wetland should approximate a natural situation and unnatural attributes, such as rectangular shape or rigid channel, should be avoided. Site considerations should include the water table depth , soil/substrate, and space requirements. Because the wetland must have a source of flow , it is desirable that the water table is at or near the surface. If runoff is the only source of inflow for the wetland, the water level often fluctuates and establishment of vegetation may be difficult. The soil or substrate of an artificial wetlan_d should be loose loam to clay. A perennial baseflow must be present to sustain the artificial wetland. The presence of organic material is often helpful in increasing pollutant removal and retention. A greater amount of space is required for a wetland system than is required for a detention facility treating the same amount of area. Design Considerations: Constructed wetlands can remove over 90% of the total suspended solids contained within the volume of runoff captured in the wetland . Design elements of constructed wetlands include wetland sizing, wetland ·configuration, sediment forebay, vegetation, outflow structure, depth of inundation during storm events, depth of micropools, and aeration. Constructed wetlands are appropriate for large drainage areas with low to moderate slopes. · Maintenance Requirements: Maintenance requirementsfor constructed wetlands include mowing, routine inspections, debris and litter removal, erosion control, nuisance control, structural repairs, sediment removal, harvesting, and maintenance of water levels. Wet Basins Description: Wet basins are runoff control facilities that maintain a permanent wet pool and a standing crop of emergent littoral vegetation. These facilities may vary in appearance from natural ponds to enlarged, ber.med (manmade) sections of drainage systems and may function as on line or offline facilities, although offline configuration is preferable. Offline designs can prevent scour and other damage to the wet pond and minimize costly outflow structure elements needed to accommodate extreme runoff-events. During storm events, runoff inflo\f\!5 displace part or all of the existing basin volume and are re!ained . and treated in the facility until the next storm event. The pollutant removal mechanisms are settling of solids , wetland plant uptake, and microbial degradation. When the wet basin is adequately sized, pollutant removal performance can be excellent, especially for the dissolved. fraction. Wet basins also help provide erosion protection for the receiving channel by limiting peak flows during larger storm events . Wet basins are often perceived as a positive aesthetic element in a community and offer significant opportunity for creative pond configuration and landscape design. Participation of an experienced wetland designer is suggested. A significant potential drawback for wet ponds _in arid climates is that the contributing watershed for these facilities is often incapable of providing an adequate water supply to maintain the permanent pool, especially during the summer months. Makeup water (i.e., well water or municipal drinking water) is sometimes used to supplement the Revised April 2, 20~7 Page 24 of 32 rainfall/runoff process, especially for wet basin facilities treating watersheds that generate insufficient runoff. Design Considerations: Wet basins can remove over 90% of the total suspended solids contained within the volume of runoff captured in the basin. Design elements of wet basins include basin sizing, basin configuration, basin side slopes, sediment forebay, inflow and outflow structures, vegetation, depth of permanent pool, aeration , and erosion control. Wet basins are appropriate f or large drainage areas with low to moderate slopes. Maintenance Requirements: Maintenance requirements for wet basins include mowing, routine inspections, debris and litter removal, erosion control , nuisance control, structural repairs, sediment removal, and harvesting. Grassy Swales Grassy swales are vegetated channels that convey stormwater and remove pollutants by filtration through grass and infiltration through soil. They require shallow slopes and soils that drain well. Pollutant removal capability is related to channel dimensions, longitudinal slope, and type of vegetation . Optimum design of these components will incrnase contact time bf runoff through the swale and improve pollutant removal rates. Grassy swales are primarily stormwater conveyance systems. They can provide sufficient control under light to moderate runoff conditions, but their ability to control large storms is limited. Therefore, they are most applicable in low to moderate sloped areas or along highway medians as an alternative to ditches and curb and gutter drainage .. Their performance diminishes· sharply in highly urbanized settings, and they are generally not effective enough to receive construction stage runoff where high sediment loads can overwhelm the system. Grassy swales can be used as a pretreatment measure for other downstream BMPs,.such as extended detention basins. Enhanced grassy swales utilize check dams and wide depressions to increase runoff storage arid promote greater settling of pollutants. Grassy swales can be more aesthetically pleasing than concrete or rock-lined drainage systems and are generally less expensive to construct and maintain. Swales can slightly reduce impervious area and · red ·uce the pollutant accumulation and delivery associated with curbs and gutters. The disadvantages of this technique include the possibility of erosion and channelization overtime, and the need for more right-of-way as compared to a storm drain system . When properly constructed, inspected, and maintained, the life · expectancy of a swale is estimated to be 20 years. Design Considerations: • Comparable perfgrmance to wet basins · • Limited to treating a few acres • Availability of water during dry periods to maintain vegetation • Sufficient available land area The suitability of a swale at a site will depend on land use, size of.the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the swale system . In Revised April 2, 2007 · Page 25 of32 ,... general, swales can be used to seNe areas of less than 10 acres, with slopes no greater than 5 %. The seasonal high water table should be at least 4 feet below the surface. Use of natural topographic lows is encouraged, and natural drainage courses should be regarded as significant local resources to be kept in use . Maintenance Requirements: Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods, but may be necessary only to prevent the vegetation from dying . Vegetation Lined Drainage Ditches Vegetation lined drainage ditches are similar to grassy swales. These drainage ditches are vegetated channels that convey storm water and remove pollutants by filtration through grass and infiltration through soil. They require soils that drain well. Pollutant removal capability is related to channel dimensions, longitudinal slope, and type of vegetation. Optimum design of these components will increase contact time bf runoff through the ditch and improve pollutant removal rates . Vegetation lined drainage ditches are primarily storm water conveyance systems. They have vegetation lined in the low flow channel and may include vegetated shelves. Vegetation in drainage ditches reduces .erosion and removes pollutants by lowering water veloci~ over the soil surface, binding soil particles with roots, and by filtration through ·grass and infiltration through soil. Vegetation lined drainage ditches can be .used where: • A vegetative lining can provide sufficient stability for -the channel grade by increasing maximum permissible velocity • Slopes are generally less than 5%, with protection from sheer stress as ·needed through the use of BMPs, s·uch as erosion control blankets • Site conditions required to establish vegetation, i.e. climate, soils, topography, are present Design Criteria: The suitability of a vegetation lined drainage ditch at a site will depend on land use , size of the area seNiced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the ditch system . The hydraulic capacity of the drainage ditch and other elements such as erosion, siltation, and pollutant removal capability, must be taken into consideration. Use of natural topographic lows is encouraged, and natural drainage courses should be regarded as significantlocal resources to be kept in use. Other items to consider include the following: · • Capacity, cross-section shape, side slopes, and grade • Select appropriate native vegetation • Construct in stable, low areas to conform with the natural drainage system. To reduce erosion potential, design the channel to avoid sharp bends and steep grades . • Design and build drainage ditches with appropriate scour and erosion protection. Surface · water should be able to enter over the vegetated banks without erosion occurring . Revised April 2, 2007 Page 26 of32 • BMPs, such as eros ion control blankets, may need to be installed at the time of seeding to provide stability until the vegetation is fully established. It may also be necessary to divert water from the channel unti l vegetation is established or to line t he channel with sod. • Vegetated ditches must not be subject to sed imentation from disturbed areas . • Sediment traps may be needed at channel inlets to prevent entry of muddy runoff and channel sedimentation. • Avai lability of water during dry periods to main tain vegeta t ion • Sufficient available land area · Maintenance: During establishment, vegetation lined drainage ditches should be inspected, repaired, and . vegetation reestablished if necessary. After the vegetation has become established, the ditch should be checked periodically to determine if the channel is withstanding flow velocities without damage. Check the ditch for debris, scour, or erosion and immediately make repairs if needed . Check the channel outlet and all road crossings for bank stability and evidence of piping or scour holes and make repairs immediately. Remove all significant sediment accumulations to maintain the designed carrying capacity. Keep the vegetation in a healthy condition at all times, since it is the primary erosion protection for the channel. Vegetation lined drainage ditches shoutd be seasonally maintained by mowing or irrigating, .depending on the vegetation selected . The long- term management of ditches as stable, VE;lgetated , "natural" drainage systems with native vegetation buffers is highly recommended due to the inherent stability offered by grasses, shrubs, trees, and other vegetation. Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods , but . may be necessary only to prevent-the vegetation from dying. Sand Filter Systems The objective of sand filters is to reniove sediment and the pollutants from the first flush of pavement a.nd impervious area runoff. The filtration of nutrients, organics, and coliform bacteria is enhanced by a mat of bacterial slime that develops during normal operations. One of the main advantages of sand filters is their adaptability; they can be used on areas with thin soils, high evaporation rates, low-soil infiltration rates, in limited-space areas , and where groundwater is to be protected. 0 Since their original inception in Austin, Texas, hundreds of intermittent sand filters have been i mplemented to treat stormwater runoff. There have been .numerous alterations or variations i n the original design as engineers in other jurisdictions have improved and adapted the technology to meet their specific requirements. Major types include the Austin Sand Filter, the District of Columbia Underground Sand Filter, the Alexandria Dry Vault Sand Filter, the Delaware Sand Filter, and .peat- s.and filters which are adapted to provide a sorption layer and vegetative cover to various sand filter designs . · Revised Ap ril 2, 2007 Page27 of32 _Design Considerations: • Appropriate for space-limited areas • Applicable in arid climates where wet basins and constructed wetlands are not appropriate • High TSS removal efficiency Cost Considerations: Filtration Systems may require less land than some other BMPs, reducing the land acquisition cost; however the structure itself is one of the more expensive BMPs. In addition, maintenance cost can be substantial. Erosion Control Compost Description: Erosion control compost (ECG) can be used as an aid to control erosion on critical sites during the establishment period of protective vegetation. The ·most common u~es are on steep slopes, swales, diversion dikes, and on tidal or stream banks. · Materials: New types oferosion controlcomppst are continuously being developed. The Texas Department of Transportation {TxDOT) has established minimum performance standards which must be metfor any products seeking to be approved for use within any of TxDOT's construction or maintenance activities. Material used within any TxDOT construction or maintenance activities must meet material specifications in accordance with current TxDOT specifications:. TxDOT maintains a website at . http ://www.dot.state.tx.us/des/landscape/compost/specifications.htm that provipes information on compost specification data. This website also ccmtains information on areas where the Texas Commission on Environmental Qualfty {TCEQ) restricts the use of certain compost products. · Ecc· used for projects not related to TxDOT should also be · of quality materials by meeting performance standards and compost spe~ification data , To ensure the quality of compost used as an ECC, products should meet a(lapplicable state and federal regulations, including but not limited to the United States· Environmental Protection · Agency (USEPA) Code of Federal · Regulations (CFR), Title 40, Part 503 Standards for Class A biosolids and Texas Natural Resource Conservation Commission (now. named TCEQ) Healtti and Safety Regulations as · defined in the Texas . Administration Code {TAC), Chapter 334, and all other relevant requirements for compost products outlined in TAC, Chapter 332. Testing requirements required by the TCEQ are defined in TAC · Chapter 332, including Sections §332.71 Samplin"g and Analysis Requirements for Final Prod4cts and §332.72 Final Product Grades. Compost specification data approved by TxDOT are appropriate to use for ensuring the use of quality compost materials or for guidance. Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance regarding the product's specific use . The appropriate compost sampling and testing protocols included in the United States Composting Council (USCG) Test Methods for the Examination of Composting and Compost (TMECC) should be conducted on compost products used for ECC to ensure that the products used will not impact public health, safety, and the environment and to promote production and marketing of quality composts that meet Revised April 2, 2007 Page 28 of32 analytical standards . TMECC is a laboratory manual that provides protocols for the composting industry and test methods for compost analysis. TMECC provides protocols to sample,·monitor, and analyze materials during all stages of the composting process . Numerous parameters that might be of concern in compost can be tested by following protocols or test methods listed in TMECC . TMECC information can be found at http ://www .tmecc.org/tmecc/index.html. The USCC Sea l of Testing Assurance (STA) program contains information regarding compost STA certification . STA program information can be found at http ://tmecc .org/sta/ST A_program_descript_ion .html. Installation : • Install in accordance with current TxDOT specification . • Use on slopes 3:1 or flatter. • Apply a 2 inch uniform layer unless otherwise shown on the plans or as directed. • When rolling is specified, use a light corrugated drum roller. Mulch Filter Berms and Socks Description: Mulch filter berms and socks are used to intercept and detain sediment laden run-off from unprotected areas. When properly used, mulch filter berms and socks can be highly effective at controlling sediment from disturbed areas. They cause runoff to pond which allows heavier solids to settle. Mulch filter berms and socks are used during the period of construction near the perimeter of a disturbed area to intercept sediment while allowing water to percolate through. The berm or sock should remain in place until the area is permanently stabilized . Mulch filter beirns should not be used when there is . a concentration of water iri a channel or drainage way : If concentrated flows occur after installation, corrective action must be taken. Mulch filter socks may be installed in construction areas and temporarily moved during the day to allow construction activity provided it is replaced and properly anchored at the end of the day. Mulch filter berms and socks may be seeded to allow for quick vegetative growth and reduction in run-off velocity. Materials: N·ew types of mulch filter berms and socks are continuously being developed. The Texas Department of Transportation (TxDOT) has established minimum performance ·standards which must be met for any products seeking to be approved for use within any ofTxDOT's construction or maintenance activities. Mulch filter berms and socks used within any TxDOT construction or maintenance activities must meet material specifications in accordance with current TxDOT . specifications. . TxDOT mainta_ins a website at http://www.dot.state .tx.us/des/landscape/compost/specifications.htm that provides information on compost specification data. This website also contains information on areas where the Texgs Commission on Environmental Quality (TCEQ) restricts the use .of certain compost products. · Muich filter berms and socks used for projects not related to TxDOT shouid also be of quality materials by meeting performance standards and compost specification data . To ensure the quality of compost used for mulch filter berms and socks, products should meet all applicable state and federal regulations, including but not limited to the United States Environmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class A biosolids and Texas Natural Resource .Conservation Commission (now named TCEQ)He·alth and Safety Regulations as defined in the Texa~ Administration Code (TAC), Chapter 332, and all other relevant Revised April 2, 2007 Page Z9 of32 requirements for compost products outlined in TAC, Chapter 332. Testing requirements required by the TCEQ are defined in TAC Chapter 332, including Sections §332 .71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades . Compost specification data approved by TxDOT are appropriate to use for ensuring the use of quality compost materials or for guidance . Testing standards are dependent upon the intended use for the compost and ensures product safety , and product performance regarding the product's specific use. The appropriate compost sampling and testing protocols included in the United States Composting Council (USCC) Test Methods for the Examination of Composting and Compost (TMECC) should be conducted on compost products used for mulch filter berms and socks .to ensure that the products used will not impact public health, safety, and the environment and to promote production and marketing of quality composts that meet analytical standards. TMECC is a laboratory manual that provides protocols for the composting industry and test methods for compost analysis. TMECC provides protocols to sample, monitor, and analyze materials during all stages of the composting process .. Numerous parameters that might be of concern in compost can .be tested by following protocols or test methods listed in TMECC . TMECC information can be found ·at http://www.tmecc.org/tmecc/index.html. The USCC Seal of :Testing Assurance (STA) program contains information regarding compost STA certification. STA program information can .be fouAd at. http://tmecc.org/sta/ST A _program_ description .html. · Installation: • Install in accordance with current TxDOT specification. • Mulch filter berms should be constructed at 1-1/2 feethigh and 3footwide at locations shown on plans. • Routinely inspect and maintain filter berm in a functional condition at' all times. Correct deficiencies immediately. Install additional filter berm material as directed. Remove sediment after it has reached 1/3 of the height of the berm. Disperse filter berm or leave in place .as directed. · • Mulch filter socks should be in 8 inch, 12 inch or 18 inch or as directed. Sock materials should be designed to allow for proper percolation through. · Compost Filter Berms and Socks Descrip_tion : Compost filter berms and socks are used to intercept and detain sediment laden run- off from unprotected areas. When properly used, compost filter berms and socks can be highly e@ctive at controlling sediment from disturbed areas. They"'cause runoff to pond which allows heavier solids to settle . Compost filter berms and socks are used during the period of construction near the perimeter of a disturbed area to intercept sediment while allowing water to percolate through . The berm or sock should remain in place until the area is permanently stabilized. Compost filter berms should nofbe used when there is a concentration of water in a channel or drainage way. If concentrated flows occur after installation , corrective action must be taken. Compost filter socks may be installed in construction areas and temporality moved during the day to allow construction activity provided it is replaced and properly anchored at the end of the day. Compost filter berms and socks may be seeded to allow for quick vegetative growth and reduction in run-off velocity. Materials : Revised April 2, 2007 Page 30 of32 New types of compost filter berms and socks ·are continuously being developed. The Texas · Department of Transportation (TxDOT) has estab li shed min imum performance standards which must be met for any products seeking to be approved for use within any ofTxDOT's construction or maintenance activities. Compost filter berms and socks used with in any TxDOT construction or maintenance activities must meet materi al specifications in accordance with TxDOT specificat ion 1059. . TxDOT maintains a website at http://www:dot.state.tx.us/des/landscape/compost/specifications .htm that provides information on compost specification data. This website also contains information on areas where the Texas Comm ission on Environmental Quality (TCEQ) restricts the use of certain compost products. Composrfilter berms and socks used for projects not related to TxDOT should also be of quality materials by meeting performance standards and compost specification data . To ensure the q u ality of compost used as cornpostfilter.berms and socks, products should meet all applicable state and f ederal regulations, including but not limited to the United States Environmental Protection Agency (USEPA) Code of Federal Regulations (CFR), Title 40, Part 503 Standards for Class A biosolids and Texas Natural Resource Conservation Commission (now named TCEQ) Health and Safety Regulations as defined in the Texas Administration Code (TAC), Chapter 332, and all other relevant requirements for compost products outlined in TAC, Chapter 332. Testing requirements required by the TCEQ are defined -in TAC Chapter 332, including Sections §332.71 Sampling and Analysis Requirements for Final Products and §332.72 Final Product Grades. Compost specification data approved by TxDOT are appropriate to use for ensuring the use of quality compost materials or for guidance._ · Testing standards are dependent upon the intended use for the compost and ensures product safety, and product performance regarding the product's specific use. The appropriate compost · sampling and testing protocols included in the United States Composting Council (USCC) Test Methods for the Examination of Composting and Compost (TMECC) should be conducted on compost products used for compost filter berms and _socks to ensure that the products used w i ll not impact public health, safety, and the environment and to promote production and marketing of quality composts that meet analytical standards. TMECC is a laboratory manual that provides protocols for the composting industry and test methods for compost analysis. TMECC provides p rotocols to sample, monitor, and analyze materials during all stages of the composting process. Numerous parameters that might be of concern in compost can be tested by following protocols or test methods listed in TMECC. TMECC information can be · found at http ://www.tmecc.org/tmecc/index.html. The USCC Seal of Testing Assurance (STA} program contains information regarding compost STA certification. STA program information can be found at http://tmecc.org/sta/ST A_program_ description.html. · Installation: • Install in accordance with TxDOT Special Specification 1059. "' " Compost filter berms shall be constructed at 1-1/2 feet high and 3 foot wide at locations shown on plans. • Routinely inspect and maintain filter berm in a functional condition at all times. Correct deficiencies immediately. Install additional filter berm material as directed. Remove sedi ment after it has reached 1/3 of the height of the berm. Disperse filter berm or leave in place as directed . Revised April 2 , 2007 Page 3 1 of32 1 • Compost filter socks shal l be in 8 inch, 12 inch or 18 inch or as directed. Sock materials shall be designed allowing for proper perco lation through . Sedimentation Chambers (only to be used when there is no space available for other approved BMP's) · Description: Sedimentation chambers are stormwater treatment structures that can be used when space is limited such as urban settings . These structures are often tied into stormwater drainage systems for treatment of stormwater prior to entering state waters. The water quality benefits are the removal of sediment and buoyant materials. These structures are not designed as a catch basin or detention basin and not typically used for floodwater attenuation. Design Considerations: Ave rage rainfall and surface area should be considered when following manufacturer's recommendations for chamber sizing and/or number of units needed to achieve effective TSS removal. If properly sized, 50-80% removal of TSS can be expected . Maintenance Requirements: Maintenance requirements include routine inspections, sediment, debris and litter removaf, erosion control and nuisance control. Revised April 2 , 2007 Page 32 of32 PERMIT COMPLIANCE CERTIFICATION U.S. Army Corps of Engineers Project Number: Permit Number: Name of Permittee: Date of Issuance: Upon completion of the activity authorized by this permit and any mitigation required by the permit, sign this certification and return it to the following address: Regulatory Branch CESWF-PER-R U .S. Army Corps of Engineers P.O. Box 17300 Fort Worth, Texas 76102-0300 Please note that your permitted activity is subject to a compliance inspection by a U.S. Army Corps of Engineers representative. If you fail to comply with this permit you are subject to permit suspension, modification, or revocation. I hereby certify that the work authorized by the above referenced permit was completed in accordance with the terms and conditions of the said permit, and required mitigation was completed in accordance with the permit conditions. Signature 'O f Permittee Date - / APPENDIXD AS-BUIL TS AND DIVER'S REPORT �ITY 0 OPT 'T'01 lalmol I=n DEPARTMENT 0 PUBLIC W dR A jo •, • ciz�y ��uncr;� �. E. (JACK) GAP R ISON 7&yov JOSS TAG MRS. J0E SPURLOCK JOI 74-I0MAS A. McCANN ifSSI As A. (GUS)JACKSON Ain R. U. ANDREWS g.�RN�Y Be J-IOLLAND, A.Sa;z� Sumsup�rtin�nde� �R��S� ..anc�N IC�IOLS �'ngznee�.s T;XAS (S 'TOR SEW p 2 LTON 7�1ayc�v �7er Be OWN �. ROAC44 I. Mc KNIGIT C. M. T�-I�ELIN _ � _ . - __ _ ._ . _ _ _ ___._. _ __ __ __ _ .. , _ ,� � I � 1 ��� � i �� EOUFa7/ON: MOnhofG � � � �� 4' I O ' SLa. 4/ r 06.4 Back '� `i' h � � � I 2 h I ' SLa 4/ r93-C/ Fwd. a y � � �c va V � � � I`' ' / EX/SL. 36 "Cant. 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L'0 i O } °j �� � D�DD � S ham-` �pau . oa.. - � �,� �� \ Rv���� m� /-Fabricated Bcml WiEh Acccss No/e `�M _ . _._.. _. _ _ _ - � 39D Concre e Pipe - v,oa ' _ _ : - �. - � - � � � Concre% Embedmen{ 570' _ .___._.._.. _.. 5Go __......, ..._ _ __ .. .. -_. � ...._. /raver{/Se ...: - -- . - _. line C' _� 552. 6I 550 _ . _ _ _ __ . __ _._. . _.._._ ... _.. ..... .... _ .....__ .. _' ._ �--- �� � � � � /nverf /5°Orop�{i44.38 540 ' __ _ � 3s' Conc onO.i/ % �f� 39 Conc, on a.09 % _ o_..------a-m __.. ._. °.� \ �� 530 _/35 �25 _ _ --. __ - __ _. /30.-_ ..- _ _. _ _ _ h � N� h c3 0 k- �s �. U-� .� h� �� c/B"Canc. Cu/verG �Fabncated Bend With Acccss Mo/e _ ._ _.. _ _ �O l - Fabricated Bred Witb FkElasdHp/c (30'' Pr?o) � /-j9'rS6�fc<enLnc Reay3ea 36"SBWEK v � _ RL SGe. tRr3S9 `as. A• 43' 07 AE. s+..t �� 0� /Ge�\ � x � / °'e ti� y �9, � Fi// around Marano/c /� �+ �. �+ With Surf/us Trench � /.rri "trey y �' ExcaraLion - /5 "Wide / /* r / / 0� � , Bum w/Ln Z: /side s/o s + � a 5i Q q � e � Extead to naL✓ra/ ground Gt� iyti 1D / Q+Y �° E/e vation JSe. o �Z% - 9' �^ oa yy // �ryt /V�\ti�t�✓+ OG+eDLGG //l. , �ti 5 �7 o- r �' � Q � ` �,C�\4 i' '1 �' /;�����, ,/ ' \ �. \ I , �o ,I (1 __... _ � 36pCuria C-767 39'l Concrefe P, - C-76I � � . --Solld�Cover - � - :Z:/s/oa ,Gone re>`e Embedmen><' 39'c76 Ecc Rad. � � � __ _ _ - - '" 36'Gonc. on O /G7° � ��� � � 39-Cpnc. on a/t y. � - _..... _ _ __ _ _. _� _ r, ,�._ _ ._. _ .. __ _ _. , ..y �.. ._. _ . � . . b � � � , � � hh. ... .� � _. ._ ... .. .___ i �.. __.. h \.'�, ' �h sy. �Z y izo %/5 0 .. - _ _ ._. a �` � u �� �o oR' o �� ti� 4UPIE i b� �a ,a. e % N �" �1 � 6l LDS=- f-� ` � \ /-Fabncated Bcnd a With Acccss Ho/c '\ �\ m \� �, `� o � •� •\. •\ 'Fi//2=O'oae/LaO a/'pi/,e %or enG're width of ,Poedwer (rv/Lh suro/attrenGh exca✓oGia¢.� \ Oe/ad � Shee{ N° 4 39 "ionc. on 0.09 % i .. -- /4"Cot4-Pr/✓erL --. . ...7hrad¢7N Compacted _ O'er° /nv.53d7 ..'�j, v Fi// be/aWWLe ytrode wrGh ''� Selected Matuia/ warted C -. _ ;\ �__ rolled. Scaairy a/st/rM sartaca _ a sh __ _ /43 _.. _ _ _.560 550 5g0 I 530 520 5/0 -CITY op FORT WORTN°TEXAS llNIT Z� VILLAGE CREi=K I N T E R C E P T O R S EW E R PLAN1rnd, PROFILE LINE 'A� J.F. DAVIS LITY MA�N:M6�EK'� R.U.ANDREWS �AllF46ELtN S E�jWE R� ENGINE EER DIREh/TOR Iyli�/_W O�/K-/$ � Re commended Approved F RE ESEJvrcGNI GNOL$/�' �o N$II LYING ENGINEER$ - DESIGNED W. E.G �nFC � •%00' E 1 L E StD �� DRAWN C.E.B. Vert /"� /O' - CNE[KED S.G.E D a r E Junc. , /956 BG-S-119. � .SHEET 30F,9 K v a 0 OWN � OUR/L O.Q rl hl v S +O ha 0 O a mo t� ko O O Oc PL Sta./7S t0 IF Y- C� 4. 9/ 0/2 �hye. � �. S. Q N Q u `i \ • . ...—. �� O Sta. /7e.s9 i E V p _._._ _. _—._—r _ �. /d'Conc. PPe Ce/E .la O a: is OOWOELL FCAO — - _— Pl 5Le/78+50.// -- i4� 1-FabricaLcd Bcnd 4 X, ❑ ¢3 "� &10 Recess Ho/e � IDENT/CAL V I v �s � Cj� e � N 14 'v.?„' .1 1 FofPoedF, 39" Concrefe pipe C-761 _._I .. -_. - .. .. Concre/c Embedment' Concrete Embedmen Zla --.. JFoG} _..- __ __ .._. _. _ - ._ -.. .. _ ... . _ .._ _ .. fi//2'o over FoP olpipe - /B•CMG Cu/✓ert . for cnGi� width olro� +ry - /nv507./Z' EiLn .Jup/us Grtnch escd✓afian_.: _ .. &Oefa/. Sheel lb-4 ', 39 Cdna on o. 09% ://O Catc Cu/veil n, '-"'--/nv. 5A9 Z7._.. ..... .. _:.._.. _.. ... ..yO ._. ....__ .. .. .. _... .. .._... .. .. .. hi y y �ti I �30 g h /G5 /ZQ . .. ... .. ..... ._.- P .. 121 2, t - \\\ 'Pro osed ROad x Sewer - `\_ Fi/lOverProposedSewer �_ WA Surplus trench �_�--.' U/ndor PAo Fdl `x / Excavahon or 6rom. _... p `� l ��\�EX%SC C Samla y5ar</L Ks AppC- vc 30rf0w PI is ��\\ \ \ \` Exshrq oadw, \ (745E & 0 8 I` P/uQ Exist./2"Sewer IF ar \\ _l /0__ F_1_ Exlsh q'conC Cu/very L --� Across Road rZ9 \ 4q r 0•rrdmiJeWarertines-Testa a; Oe!/ec6✓oinDsin N TYPICAL FILL OVER EXPOSED PIPE �e ' Sewer Pioc 60 Make \� IN ROADWAY Curve as Shown 2%95pha/6 \\ Scale: PavcrxnG � I \\ 2/ eoneFLrefe P, e � C-14 - Concrefe Embedment F 7I_ 7. :. 5�:a . Ex156. IEanho/e Ii P' /nv Enst /2 Scw2r - 5f9.90 41`'Q . 2/"Cdi/c on 0./oY° ..__..I . . -.... ,. . ... .. .. h k tia) b V CEO. i"6 2 ._ _.. IF I /BO 185 II F"IF _ _. FIFF /d'Conc Cu/rcrG /nvSc49Z /nv 559.9¢ z . _....._ aI IF �h s /5 .... SG 6 OrrL /JwnG I9'Conc Poe rrPluy Z/"Server - Access Hole'n S/rarghf Pioe,hini- 5To 5G0 Stub Out /✓Dint or39'Canc. PPe 5,50 /60 L A X E- A R L / /V G T O A/ - n Survey of L/NE'A- %r 0 p 550 Contour i m � a xp atQ�tlL7�d`_ =@1f 32Qfi:Lme:EL \ - h kti. .✓/ O Rl �Sto. Bf35/G %O '• iir�/r \ P/O Budd .Nanho/e Orer d•/'i°33'2L. �O o 1 Posed /G"Water Line Eriee. 12"5ervcr� \ NoL Part Of Lhis Contract LINE- A� � � \ a- ca° oa'LL. .o I2 L INC B + _ - - 150 Concrefe pipe � C-14 All W71h Concrete Embedment : 570 { 560 Normaf Lake wafer Solid Cover over solid c solid j7over 5.50A"� i, ICI -- 540 /nv.3c on/5'coJ c. on 0.4� 4 tiZOL:E p/' Cdnc EnCaSe/rlene. 11vE a .. i / Conc on p . . /nv 53s 43. �• t a 6 L'F"oP Ca?c CncasC'rr�cnG � `+ � : -_.. - � O. _ Sta D+d0 .5,30. Q ,T Underground Te%F✓ione IOENT/CAL p W I CondeW4 SP1 ac11 Q 2S Xp Oc4lcce ✓o/nes or Surer Lo ,f/aAe Curve S/�wn � QUA/L R0AL7 ~ lwh(h seer 5t00,/9 I _ o LINE A I - -- "- r.e.r.c.o. PROPfR7Y NOTE-' No ercoveeion sba/1 be _ Done in the ✓/tinny of Rl. Sea /3tZ3. /0 - —p { a Onderground Tek0bone a • 5.9'z3'Lc. h Z Condoi6 wiLboue A ReP- TESCO a rescntirc o!' L/,e relep5 e PROPERTY I I III Company t,'inp presenL. L l NE C 151Concrete Pib 0-14 } Concrete Embed/nen� 570....._., -... ..Mannq/e.__ . __ .. .. _ _ _-7e/e�nQne ca0dgif. .- _ ..._ .! :Line 6'Z�! i - Tc/ep(lane Companyeo - - - - - - Soho, cover 560 I ! 0 OeLeimme Exact 'E/ev 550 /nrero t•s52,�1 /5 'one, on O /7!< i /nv 544.38 Inv - -- -f- 540 I72"Sewer to \� ✓ be Abandoned p \ I x n° o x o � ° Sea 25+G@5T : Break OVE G P/U� y� \ h NOTE Contractor Shall First Make Z Excavation Over The Exisfing Sewer I ;b Defermne The Exnc Elevahon 2 al The Poinf of/nfersect!on Before Starting Work on Line 6! Ei/se. /2 Sewer _ Exist B Sewer _ E.fisC .!/anho/c �Inrcre •,5.1Z.52 solid Cover i lS Conc Ql1.0 - - Invert EA1AL. 1Z" - ! Sewer•33352 Start/ng !This Gne) `u a h , 30 20 De/'/ecL Joints of Sewer M Pipe do Od,('e Curve Shawn ,N o wer / TESCO PROPERTY P/vQ /5/ Eust Manho/e %fewer ' Be Abandoned h T. E.SCO. PROPERTY � i I. 150 Conc. on O. 171 [54 K. cLff q CITYoF FORT WORTH^TEXAS UNIT 2� VILLAGE CR EE K INTERGEPT0R SEWER P L A NAn6 P R O F I L E LI NE "B tw LINE�G" J. F. DAVIS - C I T Y M A N A G E R R.U.ANDR C.M. TNELI N SEEWS WSE�R EN GINEER DIRECTOR,,P�1�a�tJ w oO Recommended Approved FREES .feruL ENICHOL$/y CONSULTING ENGINEERS DESIGNED w. E. C. Nosic l •100' F 1 L E �`J �p1l� DRAWN, C. E. 9. Vera. 0' DATE CHECKED .f.G.E. June, /956 86-5�//9 ShrCU50F9 MAN HOLE TOP PLAN o}' JUNCTION STANDARD MANHOLE DETAIL FOR 27" PIPE AND SMALLER TOP PLAN SECTIpN MAN HOLE FRAME DETAILS Sef M P? morfar� ro' h Wdere brick$ are For M.H. 6' or aver c t the lop maayybt coned ,. In. ForM7L less than 6' deep S"Slab will be requir�d. SECTION `A -A/ MAN HOLE STEP DETAIL We; 5$1d covers to be used m roadways. Grate co✓ere le d elsewhere. � TOP PLAN �, 1e, _Feed Fee - SECTION BOTTOM PLAN MAN HOLE COVER DETAILS Scale B94"= 1'-0° PIPE EMBEDMENT QUANTITIES !�/PE 612E PIPE 0.01 M(N. TRENCH W/OTHA- po' CONC, 02 GRAVEL EMBEDMENT P62 (Oe LIN FT. CONCRETE ENCASEMENT PER J00 LIM F7, 8"Conc. C-1/ 9.5" 22•' 4.0d CY 6.49 C. Y. 10"Conc. C-16 OF76" 2d' d.67 Cy. 7.59CY 6.59 O y. 12° Cana C-14 Idle " ee & S.d 1 C. Y 16' Conc. C-14 (7.5" 32' 7.37 C. Y 1/. 50 a ld"Cerro. CMo. 0-14 C- fed 21.0" 2d.5" 35"_ 39' _B.63 C. Y. /0. 22 C. Y 15.52 C.Y.. 2d^ Cona C- Id 26,0" Od" 12,69 C y. f8,78 C.Y 27" Cona C-ld 31.5" dd" /d. 7d C. Y 22.15 C.Y. - 2T Cona F761 33.0" d9" (d. BS a Y. 2/.96 30" Pfpe ' #See Spem{Icaflons For Mex. �-Mm. Perm/ss/6/e Trench widths. Trtnch wroth 8d Shall Be Measured at Top o% . SECTION NOTE= ?d" L ghf perPorafed Manha/e Cover Simi/ar h McKinley I� nWorks Type i17'-Grate Weighf-66 lbs. BOTTOM PLAN MAN HOLE GRATE COVER DETAILS Scale 1'/x•,t'_o" i I. Bar Bd --- 6elecled ..Back Pill Fels SpeciPiod 0 - - Washed Or Screened-pF- Grave/ as Spec. • e - /SOO"Coacrel� t r r. L.F.W:Y.9 . GRAVEL EMBEDMENT CONCRETE EMBEDMENT CONCRETE ENCASEMENT PIPE EMBEDMENT DETAILS Do No+ Scala CX C.Y. C, Y. C. Y. C. Y. C.Y. L� Y. MAXIMUM PEf2MISSIBLE TRENCH DEPTHS CUT TO PIPE INVERT 6RA!'EL EMBEDMENT (L.F.+L9) CONC2£TE EMBEDMENT (L.F.°2B) PIPE SIZE (PIPE o.o. So' Food ed Bd ad Bd =O.D t2' =O. D. f3' 60.0. t4' =o.D. 1?' =O.D t3' -O.D. td' B"Canal. C-Id 9.5" /1. 5' 6.5' .5.2' 30,0' /0.6' 7..5' /00'0$0c.. c-/d 1G 75" 11.2' 9,7' S.N 30.5' _ //'0' _ -7, B' /2^Cane c-ld /4.0" /l.2' 7.0' 5.6' 27.0, B.0' 6.2' 27.0' 12.5' 9.d' /B r' G'ona. C-16 21.0" J25' 8.7' 7.3' 27,0' ld0' 10.3' 2/"Coed. c-14 2d.5" 12.6' 9.2' 7,6' 25.5' l4.6 fL•o' 2d"Conc, c-!d 28.0" l?.B' 9.5' B.0, 2/,ei' 14.B' 11.G' 27"Conc: C-/4 31.5" -12B' 27"Conc. C-761 0,F31 0" l60' /0.0' 3d.B 19.3' 1d.6' ' 30"Cona C-761 3j.0" 15.d' 12.0, 10.3' _30.5' _19.0' 15J' 33' Cox. C-762 40.5 Jaw 5 13.2 //.3 36' Conc. C-761 64.0 /6.5 f3.7 11.9 29.0 20.0 /7.3 _391 Conc. G761 •475 16.5 /.34 126 29.0 214 18.2 CITYovGOR7 I. Bar Bd --- 6elecled ..Back Pill Fels SpeciPiod 0 - - Washed Or Screened-pF- Grave/ as Spec. • e - /SOO"Coacrel� t r r. L.F.W:Y.9 . GRAVEL EMBEDMENT CONCRETE EMBEDMENT CONCRETE ENCASEMENT PIPE EMBEDMENT DETAILS Do No+ Scala CX C.Y. C, Y. C. Y. C. Y. C.Y. L� Y. MAXIMUM PEf2MISSIBLE TRENCH DEPTHS CUT TO PIPE INVERT 6RA!'EL EMBEDMENT (L.F.+L9) CONC2£TE EMBEDMENT (L.F.°2B) PIPE SIZE (PIPE o.o. So' Food ed Bd ad Bd =O.D t2' =O. D. f3' 60.0. t4' =o.D. 1?' =O.D t3' -O.D. td' B"Canal. C-Id 9.5" /1. 5' 6.5' .5.2' 30,0' /0.6' 7..5' /00'0$0c.. c-/d 1G 75" 11.2' 9,7' S.N 30.5' _ //'0' _ -7, B' /2^Cane c-ld /4.0" /l.2' 7.0' 5.6' 27.0, B.0' 6.2' 27.0' 12.5' 9.d' /B r' G'ona. C-16 21.0" J25' 8.7' 7.3' 27,0' ld0' 10.3' 2/"Coed. c-14 2d.5" 12.6' 9.2' 7,6' 25.5' l4.6 fL•o' 2d"Conc, c-!d 28.0" l?.B' 9.5' B.0, 2/,ei' 14.B' 11.G' 27"Conc: C-/4 31.5" -12B' 27"Conc. C-761 0,F31 0" l60' /0.0' 3d.B 19.3' 1d.6' ' 30"Cona C-761 3j.0" 15.d' 12.0, 10.3' _30.5' _19.0' 15J' 33' Cox. C-762 40.5 Jaw 5 13.2 //.3 36' Conc. C-761 64.0 /6.5 f3.7 11.9 29.0 20.0 /7.3 _391 Conc. G761 •475 16.5 /.34 126 29.0 214 18.2 CITYovGOR7 Bar Bd --- 6elecled ..Back Pill Fels SpeciPiod 0 - - Washed Or Screened-pF- Grave/ as Spec. • e - /SOO"Coacrel� t r r. L.F.W:Y.9 . GRAVEL EMBEDMENT CONCRETE EMBEDMENT CONCRETE ENCASEMENT PIPE EMBEDMENT DETAILS Do No+ Scala CX C.Y. C, Y. C. Y. C. Y. C.Y. L� Y. MAXIMUM PEf2MISSIBLE TRENCH DEPTHS CUT TO PIPE INVERT 6RA!'EL EMBEDMENT (L.F.+L9) CONC2£TE EMBEDMENT (L.F.°2B) PIPE SIZE (PIPE o.o. So' Food ed Bd ad Bd =O.D t2' =O. D. f3' 60.0. t4' =o.D. 1?' =O.D t3' -O.D. td' B"Canal. C-Id 9.5" /1. 5' 6.5' .5.2' 30,0' /0.6' 7..5' /00'0$0c.. c-/d 1G 75" 11.2' 9,7' S.N 30.5' _ //'0' _ -7, B' /2^Cane c-ld /4.0" /l.2' 7.0' 5.6' 27.0, B.0' 6.2' 27.0' 12.5' 9.d' /B r' G'ona. C-16 21.0" J25' 8.7' 7.3' 27,0' ld0' 10.3' 2/"Coed. c-14 2d.5" 12.6' 9.2' 7,6' 25.5' l4.6 fL•o' 2d"Conc, c-!d 28.0" l?.B' 9.5' B.0, 2/,ei' 14.B' 11.G' 27"Conc: C-/4 31.5" -12B' 27"Conc. C-761 0,F31 0" l60' /0.0' 3d.B 19.3' 1d.6' ' 30"Cona C-761 3j.0" 15.d' 12.0, 10.3' _30.5' _19.0' 15J' 33' Cox. C-762 40.5 Jaw 5 13.2 //.3 36' Conc. C-761 64.0 /6.5 f3.7 11.9 29.0 20.0 /7.3 _391 Conc. G761 •475 16.5 /.34 126 29.0 214 18.2 CITYovGOR7 MAXIMUM PEf2MISSIBLE TRENCH DEPTHS CUT TO PIPE INVERT 6RA!'EL EMBEDMENT (L.F.+L9) CONC2£TE EMBEDMENT (L.F.°2B) PIPE SIZE (PIPE o.o. So' Food ed Bd ad Bd =O.D t2' =O. D. f3' 60.0. t4' =o.D. 1?' =O.D t3' -O.D. td' B"Canal. C-Id 9.5" /1. 5' 6.5' .5.2' 30,0' /0.6' 7..5' /00'0$0c.. c-/d 1G 75" 11.2' 9,7' S.N 30.5' _ //'0' _ -7, B' /2^Cane c-ld /4.0" /l.2' 7.0' 5.6' 27.0, B.0' 6.2' 27.0' 12.5' 9.d' /B r' G'ona. C-16 21.0" J25' 8.7' 7.3' 27,0' ld0' 10.3' 2/"Coed. c-14 2d.5" 12.6' 9.2' 7,6' 25.5' l4.6 fL•o' 2d"Conc, c-!d 28.0" l?.B' 9.5' B.0, 2/,ei' 14.B' 11.G' 27"Conc: C-/4 31.5" -12B' 27"Conc. C-761 0,F31 0" l60' /0.0' 3d.B 19.3' 1d.6' ' 30"Cona C-761 3j.0" 15.d' 12.0, 10.3' _30.5' _19.0' 15J' 33' Cox. C-762 40.5 Jaw 5 13.2 //.3 36' Conc. C-761 64.0 /6.5 f3.7 11.9 29.0 20.0 /7.3 _391 Conc. G761 •475 16.5 /.34 126 29.0 214 18.2 CITYovGOR7 CITYovGOR7 WORTN•TEXAS UNIT 2^' VILLAGE CREEK _f-NTERGEPTOR SEWER PIPE EMBEDMENT � MANHOLE DETAILS J. F. DAVIS CITY MANAGER C. M. THELIN 2.U. ANDQEWS SEWER ENGINEEQ 0/RECTOR/ POy, W0/2lsS.. -""-2-seammended Ap roved Eeede and %zchald p G�On4flt�ing �'n In v DESIGNED MtEC' ALE ASShownF I L E 5Ga/4 6G34d(lL.. D.L.D. - OlATE 86 CHECKED SGE. Juno, 1966. .SHFFT [ODES # 4 6a!5 ��'4Bars� ¢�-G`Lon� nd Fabricated From SGOGFooL S� Acccss cat in IJanvPdciUrer �/ X PLAN 4 -" 4 Bar 4'-G"Lon¢ u sncatcd to !G Foot ✓Dint � �t i� Top Side Q l v u O r �r�,. FOR BENDS OF 4G°TO 90° GONGRETE MANHOLE TOP Cast Iron Manho/e ,Pin¢ E Co✓er�- Sec Oetai/, sheet No. �s Bars @/5" � tvp/S' �' � , :. • /Z ^- � 5 Bars Fu// Hei¢ht ` 'oF Concrete Barre% Oowe/inGoConc. Base ,: and..Goncrete Top . �/ Norc : Reinrorcin� Stee/ '. �Fcquiredfbr,Nanho/e Bare/d/Station B4 %26.6B On/y Mann�je No Manho/e Steps ��8m,.. � inlhisManho/e 4.0 ---�'��ccefe _:- --_ SPECIAL MANHOLEw STSX. 84+2G.G8 BARREL REINFORCING ote: Whcrc thls dimension � is 3reet or more, Brick A/onho/es may de coned at the top. Whcre /css Chan 3 reef, do a`s/ab top eha// '. Obe poorcd an ✓er4 H'a//s. C.l. Manhole SG eas � - G�/5'ac 3t aQQered _� f"- O" Diam. 6 Brack Alternate _ Cut�Out Z=0' Square Access in pipe - �\.,v. . .. `���:. � Z500 * Conc. Base SECTION A -A MANHOLE DETAILS ^- FOR 30�� THRU 48�� GONGRETE PIPE SGALE 3i4�=��-�� �+ �� r 1 ' / 1 � � 1 , / i� ,� . y �>;3..� . �� j� � �ry sit = , - E Gi P/ER • OETA/LS See Schedu/e .For OimenslonS C Reinforcing Jom� Pipe • Si3e /erI Bdis PIER ScAlEDULF_ DIMENSION- A .-DIMENSION B DIMENSIONEDIMENSICOIN G DIMENSION E OrMENS.IDW F VERTICAL. P3AR5:- -'.--..__....__ .FOOTING REINFORCING - CONCRETE QUANTITY BARS_E' BARS E_'... __BARS. A_.BARS.ES -:. BARSG BARSD 7:0._=-._-._ Z0=0"'- ;5�:D�S�'/Z f_...:-'- #6 '5@12"% -"4@/2"`/ r3Cl/Z'v s4@/Z-� 18.28 CY 6.-4'. Z5-4•4`�'i2"i '4E'/Z- / +'3G�'/2-v a4�'/Z" I8.08 C.Y.5=B' 22=8' 4'-4" g'_:33,4' s5@/Z`/= >-G'------r5@/Z-G. _'4:.&12oC/. _�#3�'/2�< 4�'/Z"`/ IG.00GY.S'-O" 20'-04,_O.. '7tYOVF'12.000.Y./7=8' 4'-O" 7`-,V141 Aim e /4'=/= t5 d 4e 129% e4 0 141c.c %4 s 14 40 12"%e 10,55 C.Y 4'- O^ 7'-l'/4` 050 ldf / a5', d 4 0 120`.c t o o 14"/c e 4 s 14's'c 5 4 e /2"= 9.29 C.Y. I3'-CF 11= 6" 4'-O" 6`-6SI" ebS0 .'4"x 15 s4 & //2'�rl A 4 s Is 14"/c 04 a /4+°c 0 4 0 /Z°% 6.11 C.Y. 7' 3'-8" /0=8" 1/'6` 4'-O" 6'-3s/4' s5® 14'% r5. 146124% 04 0 /4"E 04 a /4",¢ xqe 12"/ _6_58....0..Y... 5' 3' Co- off. Go 11=6" 4=0" 5=/Ni2' ?5'm r4'/ /3 foe /2';6 42 8 /4'% 44 9 M"/e f 4o 12• / 6,00-c.Y. .3' 3.,G., 6e.G- //'-O' 4=04 5`:7'/2'. a'5'014",c s5 a4e/2°`lee eje/4"K a4e14"/c t4 5.030.Y. 1' 3 G' 4=G- ll' 0` 4=o" 5'-31/2' f5o /4'% a5 a4 e 120% A s /44k e-4 s /4"`¢ 44s /2'/ 4,22 C.Y. 0' 3'-6" 4 3'-6" 0'-6" If e40 /2"/ s4o/4°% f4o/4°/ a40/2'/ .3720.Y � Th: s 1s The Mmlmum Nelghf of P1er Wh1ch May Be Bui/i: CLTYoF GORT WORTN�TEXAS UNIT2� VILLAGE CREEK INTERCEPTOR SEWER PIER DETAILS J.f. DAVIS CITY MANAGER R.0 ANDREWS C.M.TNELI N SEWEc,R� ENGINEER DIRECTOR, PU WORK _� GfLP�l t7 •_ Recommended Approve FR EE SE.OgYL N I CHOLS C/ CONSULTING ENGINE-ERS DESIGNED C. S C A- L E AS SHOWN .F f L E U �f DRAWN 0.GB. D AT E CHECKED S.G.E. June, /.95G <„__r <t.,� a 2500" Cone: � 3G-Cant. C-7G9 Pi/ T._ o. Encase sewer pipe in concrete and a//ow La cure not less than 4days bcPorc beckli//ink. I/ UndisLu wed Within the limits shown on Pro/'i/e sheds Tor SPEC/RL CONSTRUCT/ON, Lbe trench sha// be excavated es shown hero with side s/apes A o! Z: / exLcndin¢ to the natural ¢round sur/aGe, and backPi//in¢ done es speci/'iedby rveLLinp and ro//ind io acquihe ihprou¢h com�cLion d// Lhe way Lo Lhe naLv a/,¢round su /'ace. h ,,t� ��� DETAIL OF SPECIAL CONSTRUCTION ON LAKE SIDE OF TUNNEL Alter ppe is m p.(sce end jo/ntJ are PornLed up ins/de, Lhe swce between Lhc concrete pipe and LAc Qom. /yt x /yl X 3/k � s Lunne/ liner sha// be filled with /50o pound coot cte on every joint o/' Pipe Wed.¢e into p/ace Lo Prevent Pipe Prom shiPLind when concrete /S P/aced arourn' prpe. ,. O/a/P.. C%lGU/ar Tunnc/ :r o!/Z Gdoe Ga/v Stec/P�aLcr Cone Pipe � G-7G -/ �—;� Rad Supports /✓tided Lo Scrccd ETunnc/ Liner `\ \ , 4XZ Bar !or Scrccd Set Screeds Lo line and erode o�sho/✓n on P o!'/e Shxts , pour concrete cradle, and shepa Lhe surface with a Lempla Le /o Pit Lhe outside diameter oP Lhe pips. TYPICAL TUNNEL SECTION SCALE 3Ip�= I�' ��� TYPIC�iL JUNCTION CONCRETE TO CAST IRON PIPE M°K/nley /ran WorksaRM� 30'x48' C.l. Frame teSa/id pa✓cr 5, A> or Equa/(28'X48'C/car Op>d) -- ca�er sna/i a in Lwe neurons P L A N 0 SCak: 3��=f'-O' m ti Nofe: Place 4-Exfra'v5 Bars a45' Around Pipe I 36' Conc. /•1x9' 6alu. Eye Bol; Wifh Nut �- was/>er •'L—SOW +�4 Dowe/sa l5' ti v i f0. G. i � v r e i B'/1' r/2' �• � I 1 H i b i Lao Bars®/o'k SEC710N A -A ----- a— - --Q rn �OR� �y` ____ _ - p•46er _ ___ t3 Bars -space J til N9{h Horfj. ears SECTION C-C 2-+4 BBrS -� E/ev 53228 Chamfer ors a 6' /c DETAIL�CONCRETE STOP -GATE Sca/e: s/q�=L�-pn EMERGENCY CONTROL STRUCTURE SECTION D-D Sca/e: 3/q'. p-D� ° Lleosofed low Prue ialy 4nchor - Spa_ As Shn. CITYoF FORT WORTH�TEXAS UNIT 2� VILLAGE CREEK INTERCEPTOR S E W E R DETAILS J. F. DAVIS CITY MANAGER R.U.ANDREWS C.M.TtJELIN SEWER ENGINEER DIRE0T0 R,IL WORK Recommended Approved F�'/ FREESE/L/1dNICHOLS� CONSULTING ENGINEERS DESIGNED W.E.C. S C A L E RS SNowN� E I L E 5�/!� DRAWN c. EGi D A T E EHE CKED SCE ✓un e. /95G .I )G/, -, c,,.-ter o...r 1 SEE JETAII I, SHEET 21 FOR KEY AND WATERSTOP OF TOP SLAB, ESTRA ftEIXFORCING BdR3 !N BAR] AT 9' C(C EACH NAY. EACH FACE 1�¢j :LEY. FOP ��I�� �]�-�•�y-5- II'� 'I, I OOWELLS AT 9' (TYP( 569.Y9� I -AB ,�3K IF IF f {f{bb ( ALUNINUN STOP lDG 34 BARS AT 12" C/C I GUIDE ERNIE W ( I I� I I IF IF j v IMF AF r I IF i IF ( CONST. JOINT WI ( CONTINUOUS WATERSTOP Frew AT NIOPOIRT OF WALL I i IF I 4 OF I I i I I ( I IF I I 1 I IIF IF 4 I M4 DIAGONALS TYP. I � IF I I. I I ( - 16. t \ tFEW I I I I Lit tl I EXISTING 39' RCP — TL 543,78 i I`I i r w t i I tl i I f1Lot 542. 41 ( I t 0 ( t IF OF I --IF SECTION A --A SEE DETAIL 3. SHEET 21 'T6 AT 10' FOR KEY AMD WATERSTOP i rvaU kx neat ai Itf' !'/P. FaCk WAY- TOP A ROTTCY .. .._-_... _. ._ 30"I_ IS* SPECIAL 80X STATION 138+9l.31 LINE 'B' IA FIFF wy I 2.t4tx Lit 24' 4-]5 BARS �— I IF i -- - �- -- IF FIFFIFFIF ----{ A3 BARS A - -T 12' r1C TI yy 9AR9 STA. 138 H1.31� '90 RIP I_ _ -.- ALUMINUM STOP LOGI IF GUIDE FRAME(TYP)I 1- 3'x4"-6' OPENING n I } FOR SPECIAL HATCH SEE DETAIL THIS _ SHEET. I -\ NOTE: I, SEE SHEET 21 FGR GENERAL STRUCTURAL- NOTES S. APPl7CABL£ DETAILS. VINYL CCNPRESSION GASKET CGNTIMUOU] AROUND FRAME �_ EXTRUDED AWNIXGN FRdHE fi061-T6 -�� ANCHORS . CADN IUN PLATED SCAEWS AND WASH ER7 ASCALE, I/ PLAN VIEW YINYI GOHPRES SIDX - fd SKET CONTINUOUS pR0UY0 FflAHE —44 OdR3 AT 9' etc 9O TN LAY EAS OF TCP SLAB - M4 BARS AT 9' etc BOTH I AY ERS OF TOP S AB IF EXI ST!N6FL 9' qCP 6 BARS AT ID' C/c- BOTN LAYERS OF BOTTOM SLAB —5'6 saps AT lo' etc 1: BOTq IAYER7 OF BOTTOM SLAB C 1 j1t I STIFFNERS l) it I tt HANDLE LOCAT'8N (2) PLACES _.1L-_ �" STANDARD PADLOCK HASTER OA E[giAl fiYPlCAL LOGiC OETAiL SCALE" 3`= 1' 3/3' ALUMINUM PLATE COVER 6061—T6 }• ALUMINUM HINGE 3"Cx3-135 W16061—T6 AND MI MGE PIM ALUMINUM CHANNEL STIFFENERS AT 2'-0' SPACIR94 SECTION c-C SCALE' 3'= I' I 3, ALUMINUM ALUMINUM ASSOC. S: AXDARD CHANNEL Pt NBE 6 HINGE S7IFF EN Eft4 3"Cz1. 135 �� 3 EFER EN CE: ALUMINUM STOP lOC SliuE FRAME. SECTION a-e scALE3"=)' TYPICAL HINGE DETAIL SPECIAL HATCH SCALE 3"= 6' OLC PLAN vIEW SCALE 3/4' = I' LOCATION (3} PLACES 2' �-9)B' CADMIUM PLATED SCREWS (10 PLACES) I' DIA. ALUNINUN !DD WELDED TO CDYER PLAT£-TYP.2 PLACES EACH TYPICAL HANDLE DETAIL SCALE$3191' ///--- CUT FROM 21"x2iwx1.91' / STANDARD ALUMINUM TEE SECTION HANDLE / A" STANDARD PADLOCK MASTER OR EQUAL IF I t1 OP4PKYS i"Jo3 Tiff �3 R VISEOASBUILT f tG�t f �Psd 9 12 5� _. - IT —t _y t c _. �- - TI- ----J -I - - - `— s _ .. 4— �---L--�-- _-�- L( � (i S �•{ t( 7j Ci Jlz 1 7rPR0F1L F PLAT E A. 4 X 20, IRADE MARK _ 1 +- _1_ _ _.: _ PROFILE PLA.��. rt..�_ r 20_ TRACE s,'t? itARK �e � s .�- � �o�. tr � +3`. 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