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PR 21852: PIONEER PARK LIFT STATION REHABILITATIONS TO MK CONSTRUCTORS
City of ort rthu _ Texas www.PortArthurTx.gov INTEROFFICE MEMORANDUM Date: March 23, 2021 To: The Honorable Mayor and City Council Through: Ronald Burton, City Manager From: Donald Stanton, Interim Director of Utilities RE: PR 21852-Award of Pioneer Park Lift Station Rehabilitation to BDS Constructors, LLC dba MK Constructors Introduction: The intent of this Agenda Item is to seek the City Council's authorization for the City Manager to enter into a contract with BDS Constructors, LLC dba MK Constructors of Vidor, Texas for the construction phase services of the Pioneer Park Lift Station at the intersection of Gates Boulevard and Pioneer Drive, for an amount not to exceed $774,065.00. Funding is available in Account No. 405-1621-532.83-00, Sewer System. Background: The Pioneer Park Lift Station, located at the intersection of Gates Boulevard and Pioneer Drive is in urgent need of rehabilitation. The lift station is a wet pit/dry pit lift station with three (3) existing 50-hp vertical line-shaft pumps, with only two (2) of these pumps operable. The electrical components, pumping equipment, and station infrastructure are in serious need of substantial rehabilitation and design update. Council passed Resolution No. 19-264, which authorized Arceneaux, Wilson & Cole, LLC of Port Arthur, Texas to design and oversee the project and recommend a bidder to award the construction phase of the project to. Budget Impact: The construction phase of the Pioneer Park Lift Station is not to exceed $774,065.00. Funding is available in Account No. 405-1621-532.83-00, Sewer System. Recommendation: It is recommended that City Council authorize the City Manager to enter into a contract with BDS Constructors, LLC dba MK Constructors of Vidor, Texas for the construction phase services of the Pioneer Park Lift Station at the intersection of Gates Boulevard and Pioneer Drive, for an amount not to exceed $774,065.00, as discussed and/or outlined above. "Remember,we are here to serve the Citizens of Port Arthur" P.O.Box 1089 X Port Arthur,Texas 77641-1089 X 409.983.8101 X FAX 409.982.6743 P. R. No. 21852 3/23/21 bw Page 1 of 2 RESOLUTION NO. A RESOLUTION AUTHORIZING THE CITY MANAGER TO ENTER INTO A CONTRACT BETWEEN THE CITY OF PORT ARTHUR AND BDS CONSTRUCTORS, LLC DBA MK CONSTRUCTORS OF VIDOR, TEXAS FOR CONSTRUCTION PHASE SERVICES OF THE PIONEER PARK LIFT STATION,IN THE AMOUNT NOT TO EXCEED $774,065.00; FUNDS ARE AVAILABLE IN ACCOUNT NO. 405-1621-532.83-00, SEWER SYSTEM. WHEREAS, the Pioneer Park Lift Station at the intersection of Gates Boulevard and Pioneer Drive is in need of rehabilitation; and, WHEREAS, per Resolution No. 19-264, City Council approved Arceneaux, Wilson & Cole, LLC as the engineers for the Pioneer Park Lift Station Rehabilitation Project; and, WHEREAS,the Purchasing Division advertised in the Port Arthur News for competitive sealed bids on January 16, 2021 and January 23, 2021. The City has received four(4)bids, which were opened on Wednesday, March 3, 2020; and, WHEREAS, BDS Constructors, LLC dba MK Constructors of Vidor, Texas was the lowest responsible bidder for this service as shown in the bid tabulation(attached hereto as Exhibit "A") for an amount not to exceed $774,065.00; and, NOW THEREFORE,BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PORT ARTHUR: THAT,the facts and opinions in the preamble are true and correct; and, THAT, the City Manager of the City of Port Arthur is hereby authorized and directed to execute a contract with BDS Constructors, LLC dba MK Constructors of Vidor, Texas for the construction phase services of the Pioneer Park Lift Station Rehabilitation Project, in an amount not to exceed $774,065.00 in substantially the same form as Exhibit"B"; and, P. R. No. 21852 3/23/21 bw Page 2 of 2 THAT, funds are available in 405-1621-532.83-00, Sewer System; and, THAT, a copy of the caption of this Resolution be spread upon the Minutes of the City Council. READ, ADOPTED AND APPROVED THIS day of , 2021 at a Regular Meeting of the City Council of the City of Port Arthur, Texas, by the following vote: AYES: Mayor Councilmembers: NOES: Thurman"Bill"Bartie Mayor ATTEST: APPROVED AS TO FORM: Sherri Bellard Valecia eno City Secretary City Attorney APPROVED FOR ADMINISTRATION: APPROVED F UNDING: noUy Ronald Burton Kandy Dan' City Manager Interim Director of Finance onnie Stanton Clifto Williams, CPPB Interim Director of Utilities Purchasing Manager EXHIBIT A (Bid Tabulation) fix .. ARCENEAUX WILSON&COLE erryrr ecr'ry cur veyirry ylw irr rry March 22, 2021 Mr. Donald Stanton City of Port Arthur Assistant Director of Utilities 444 4th Street Port Arthur, Texas 77640 RE.. AWARD OF CONTRACTS for PIONEER PARK LIFT STATION REHABIL I TA TION and LIFT STATION REMEDIA TION&MI TIGA TION AWC Job No. CPA-970 & CPA-975 Mr. Stanton: On March 3, 2021 the City of Port Arthur received four (4) sealed bids for Pioneer Park Lift Station Rehabilitation and two (2) sealed bids for Lift Station Remediation & Mitigation in Port Arthur, Texas. The bids were opened at 3:15 pm and the results read aloud in the public bid opening. The bids were checked for errors and tabulated. Bidders submitted all required documentation as requested. It was found that MK Constructors of Vidor, Texas submitted the lowest responsive bid for both projects. The Total Amount Bid (base bid with alternate items) for Pioneer Park Lift Station Rehabilitation was $774,06500 and the Total Amount Bid (base bid) for Lift Station Remediation & Mitigation was $1,278,248.00. A copy of each Bid Tabulation is enclosed for your information. We have reviewed the low bidding contractor's qualifications and references and feel they are qualified to complete both projects. Through discussion with the City, it has been agreed to award both contracts to MK CONSTRUCTORS: Pioneer Park Lift Station Rehabilitation for the Total Amount Bid (base bid with alternate 409.724.7888 2901 Turtle Creek Dr.,Suite 320 Port Arthur,TX 77642 Engineering Surveying awceng.com F-16194 10194049 A •(• cmc items) in the amount of Seven Hundred Seventy-Four Thousand Sixty-Five Dollars and Zero Cents (S774,065.00), and Lift Station Remediation & Mitigation for the Total Amount Bid (base bid) in the amount of One Million Two Hundred Seventy- Eight Thousand Two Hundred Forty-Eight Dollars and Zero Cents ($1,278,248.00). Should you have any questions or require additional information, please contact our office. ARCENEAUX WILSON& COLE LL C TEXAS REGISTERED ENGINEERING FIRM F-16194 Keith Zotzky, P. ., FM Attached: Pioneer Park Lift Station Rehabilitation Bid Tabulation Lift Station Remediation&Mitigation Bid Tabulation 00000000000 0 op op 0 0 0 0 0 0 0 0 0 0 0 0 0 0 op O p O 0 v. o d v m o d d d d d d 0 0 0 w C O O ^0 0 0 •O O O O O O N C O . N N O O Q .O N 1�O O m 0 O M 7 0 p en M 1 E a0 •0''n 0 K P N N N N `0 CO U- p 00 c0 w - 0' a U C N ix (n V)N N V)N N V)V)N N VI V) N 0 O 0 00000000000 0 0 0 m• < y 0 0 0 0 0 0 0 0 0 0 0 0 O a)O C Uod V•o 0)`i0 a0000 0 o Uo w 0 0 0 0 It)0 N n 0 0 O o o > a o 0 0 M 0 v o m o o a`0 V! 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N 0 m m .0 � 0 N D in In N In N an N co V)N an co (n.t> V)N VI• N U 000,00000000 0 00 Op N. 00000000000 0 00 O p O- C00000Ln00000 0 o •o co •p 0 0 �,��\\ C Z O O O O O OO•O n00 m 0 O In O O O ?•* 414,x O O O n O•O n O O N O I O '7 Oin LO — T 1 O a 1= i- E m N.0.N N 100 m N v m C Ein 0, 0) i .e ` 1 ni i- O V))n V)to V)N to to fn V)V) (n V) N N. 0 ••• NN 00 O�j�O pj 00000000000 0 0 0 / -• G y.,yll r• .0 U �00000N0xi000 0 0 U0 6.- `/ N Z.Q� O a' N.r- N W �' O o 0 0 0 N O co U)0 0 0 0 O Q Cr N < 00a`0000o u) om o o a`0 AO. '\ Y �Y W Z/ c oao tn ix > > I z , v• of m LL N (n a 0 L m NNNNNNN NNV1N N V)N N cn N N I;A.• Q yy� ` J Q JJ 0 0 0 .00.0...... 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OOin z Fu 64 Ob. o 0 zW CO• w a m z• o Q zm o NoO o a f3o zo o28iwf iw Q a a JO �� pOma 03 m » � -N CD QCOQmZ Q }WNm N mI- O ZJ_ '3 a__. ..# N~ z r 4/ Q Zi 11.1 N~WY oaoiE0 Q S w Uflh1hHJ m a ugv w 025 >- -1 Q Q V II , Ja/� 0I-- 0' j ♦- a L''1 E Vf a N > 3 CU to N CU W W dS W W In O co ,- N m R In O , m U _ , d Q USDOT Number C MC/MX Number Name Enter Value: 2445022 Company Snapshot BDS CONSTRUCTORS LLC Search USDOT Number: 2445022 ID/Operations I Inspections/Crashes In US I Inspections/Crashes In Canada I Safety Rating Other Information for this Carriers:If you would like to update the following ID/Operations information,please complete and submit form MCS-150 which can Carrier be obtained online or from your State FMCSA office.If you would like to challenge the accuracy of your company's safety data,you can do so using FMCSA's DataQs system. SMS Results Licensing&Insurance Carrier and other users:FMCSA provides the Company Safety Profile(CSP)to motor carriers and the general public interested in obtaining greater detail on a particular motor carrier's safety performance then what is captured in the Company Snapshot.To obtain a CSP please visit the CSP order pAgg or call(800)832-5660 or(703)280-4001 (Fee Required). For help on the explanation of individual data fields,click on any field name or for help of a general nature go to SAFER General Help. The information below reflects the content of the FMCSA management information systems as of 03/22/2021.Carrier VMT Outdated. Entity Ty{ CARRIER Operating Status: ACTIVE Out of Service Date: None Legal Name: BDS CONSTRUCTORS LLC DBA Name: MK CONSTRUCTORS Physical Address: Phone: Mailing Address: USDOT Number; 2445022 State Carrier ID Number. MC/MXIFF Number(s)_ DUNS Number: 37-648-690 Power Units: 1 Drivers. 3 MCS-150 Form Date: 01/1472020 MCS-150 Mileage(YearL 70.000(2017) Operation Classification: Auth.For Hire Priv.Pass.(Non- State Gov't Exempt For Hire business) Local Gov't x Private(Property) Migrant Indian Nation Priv.Pass. U.S.Mail (Business) Fed.Gov't Carrier Operation: x Interstate Intrastate Only Intrastate Only (HM) (Non-HM) Cargo Carried: X General Freight Liquids/Gases Chemicals Household Goods Intermodal Cont. Commodities Dry Bulk x Metal:sheets,coils,rolls Passengers Refrigerated Food Motor Vehicles x Oilfield Equipment Beverages Drive/Tow away Livestock Paper Products Logs,Poles,Beams, Grain,Feed,Hay Utilities Lumber Coal/Coke Agricultural/Farm x Building Materials Meat Supplies Mobile Homes Garbage/Refuse X Construction X Machinery.Large US Mail Water Well Objects Fresh Produce ID/Operations I Inspections/Crashes In US I Inspections/Crashes In Canada I Safety Rating US Inspection results for 24 months prior to:03/22/2021 Total Inspections:5 Total IEP Inspections:0 Note:Total inspections may be less than the sum of vehicle,driver.and hazmat inspections.Go to Inspections Help for further information. Inspections: Inspection Type Vehicle Driver Hazmat IEP Inspections 5 5 0 0 Out of Service 1 0 0 0 Out of Service% 20% 0% % 0% Nat'l Average% 20.71% 5.22% 4.44% N/A as of DATE 02/26/202V 'OOS rates calculated based on the most recent 24 months of inspection data per the latest monthly SAFER Snapshot. Crashes reported to FMCSA by states for 24 months prior to:03/22/2021 Note:Crashes listed represent a motor carriers€'''s involvement in reportable crashes.without any determination as to responsibility. crashes: Type Fatal Injury Tow Total Crashes 0 0 0 0 ID/Operations I Inspections/Crashes In US I Inspections/Crashes In Canada I Safety Rating Canadian Inspection results for 24 months prior to:03/22/2021 Total inspections:0 Note:Total inspections may be less than the sum of vehicle and driver inspections.Go to Inspections Help for further information. Inspections: Inspection Type Vehicle Driver Inspections 0 0 Out of Service 0 0 Out of Service% 0% 0% Crashes results for 24 months prior to:03/22/2021 Note:Crashes listed represent a motor carriers€"s involvement in reportable crashes,without any determination as to responsibility. Crashes: Type Fatal Injury Tow Total Crashes 0 0 0 0 ID/Operations I Inspections/Crashes In US I Inspections/Crashes In Canada I Safety Rating The Federal safety rating does not necessarily reflect the safety of the carver when operating in intrastate commerce. Carrier Safe Rating_ The rating below is current as of:03/22/2021 Review Information: Rating Date: None Review Date: None Rating: None Type: None SAFER Home I Feedback I Privacy Policy I USA.gov I Freedom of Information Act(FOIA)I Accessibility I OIG Hotline I Web Policies and Important Links I Plug-ins Federal Motor Carrier Safety Administration 'r+sa 1200 New Jersey Avenue SE,Washington,DC 20590•1-800-832-5660•TT(1-800-877-8339•Field Office Contacts EXHIBIT B (Contract) CONTRACT DOCUMENTS AND TECHNICAL SPECIFICATIONS FOR CONSTRUCTION OF Pioneer Park Lift Station Rehabilitation to Serve City of Port Arthur PORT ARTHUR, TEXAS JOB NO.CPA-975 CONTRACT NO. 1 CITY OF PORT ARTHUR'S BID NO.P City of Port Arthur JEFFERSON COUNTY, TEXAS JANUARY 2021 e,t. .*1 BRIAN K. ZOTZKY III' . 124808 ,'44 t4is !CENS Gl: /0/27/2O20 TEXAS REGISTERED ENGINEERING FIRM F-16194 ARCENEAUX WILSON& COLE LLC Engineers * Surveyors * Planners PORT ARTHUR, TEXAS MANDATORY PRE-BID CONFERENCE A Mandatory Pre-Bid Conference between Representatives of the City of Port Arthur, Texas and prospective bidders for Pioneer Park Lift Station Rehabilitation on January 26, 2021 at 1:30 p.m. at the Water Service Center located 111 H. O. Mills Road, Port Arthur, Texas. The purpose of the Pre-Bid Conference is to make certain that the scope of work is fully understood,to answer any questions,to clarify the intent of the Contract Documents,and to resolve any problems that may affect the project construction.No addendum will be issued at this meeting, but subsequent thereto, the Purchasing Manager, if necessary,will issue an addendum(s)to clarify the intent of the Contract Documents. THURMAN BILL BARTIE,MAYOR e , . RONALD BURTON CHARLOTTE MOSES,MAYOR PRO TEM City of oit CITY MANAGER COUNCIL MEMBERS: \ SHERRI BELLARD,TRMC INGRID HOLMES CITY SECRETARY CAL JONES o r t r t h u r THOMAS KINLAW,HI. VAL TIZENO KENNETH MARKS Texas CITY ATTORNEY DONALD FRANK,SR. JANUARY 25, 2021 INVITATION TO BID PIONEER PARK LIFT STATION REHABILITATION DEADLINE: Sealed Bid submittals must be received and time stamped by 3:00 p.m., Central Standard Time, Wednesday, February 3, 2021. (The clock located in the City Secretary's office will be the official time.) All bids received will be read aloud at 3:15 p.m. on Wednesday, February 3, 2021 in the City Council Chambers, City Hall, 5th Floor, Port Arthur, TX. You are invited to attend. MARK ENVELOPE: P21-019 DELIVERY ADDRESS: Please submit one (1) original and one (1) copy of your bid to: CITY OF PORT ARTHUR CITY OF PORT ARTHUR CITY SECRETARY or CITY SECRETARY P.O. BOX 1089 444 4TH STREET, 4th Floor PORT ARTHUR, TEXAS 77641 PORT ARTHUR, TEXAS 77640 POINTS OF CONTACT: Questions concerning the Invitation to Bid or Scope of Work should be directed in writing to: City of Port Arthur, TX Clifton Williams, Purchasing Manager P.O. Box 1089 Port Arthur, TX 77641 clifton.williams@portarthurtx.gov Purchasing Division/Finance Department 1 Purchasing Manager,Clifton Williams,CPPB P.O.Box 10891444 4th Street' Port Arthur,Texas 776411 409.983.8160 1 Fax 409.983.8291 The enclosed Invitation to Bid (ITB) and accompanying General Instructions, Conditions and Specifications are for your convenience in submitting bids for the enclosed referenced services for the City of Port Arthur. Bids must be signed by a person having authority to bind the firm in a contract. Bids shall be placed in a sealed envelope, with the Vendor's name and address in the upper left-hand corner of the envelope. ALL BIDS MUST BE RECEIVED IN THE CITY SECRETARY'S OFFICE BEFORE OPENING DATE AND TIME. It is the sole responsibility of the firm to ensure that the sealed ITB submittal arrives at the above location by specified deadline regardless of delivery method chosen by the firm. Faxed or electronically transmitted ITB submittals will not be accepted. Clifton Williams, CPPB Purchasing Manager INVITATION TO BID PioPIONEER PARK REHABILITATIONft Station Rehabilitation (To be Completed ONLY IF YOU DO NOT BID) FAILURE TO RESPOND TO BID SOLICITATIONS FOR TWO (2) BID PERIODS MAY RESULT IN REMOVAL FROM THE VENDOR'S LIST. However, if you are removed you will be reinstated upon request. In the event you desire not to submit a bid,we would appreciate your response regarding the reason(s).Your assistance in completing and returning this form in an envelope marked with the enclosed bid would be appreciated. NO BID is submitted: this time only not this commodity/service only Yes No Does your company provide this product or services? Were the specifications clear? Were the specifications too restrictive? Does the City pay its bills on time? Do you desire to remain on the bid list for this product or service? Does your present work load permit additional work? Comments/Other Suggestions: Company Name: Person Completing Form: Telephone: Mailing Address: Email: City, State, Zip Code: Date: INVITATION TO BID PIONEER PARK REHABILITATIONtation Rehabilitation (To be Completed ONLY IF YOU DO NOT BID) FAILURE TO RESPOND TO BID SOLICITATIONS FOR TWO (2) BID PERIODS MAY RESULT IN REMOVAL FROM THE VENDOR'S LIST. However, if you are removed you will be reinstated upon request. In the event you desire not to submit a bid, we would appreciate your response regarding the reason(s). Your assistance in completing and returning this form in an envelope marked with the enclosed bid would be appreciated. NO BID is submitted: this time only not this commodity/service only Yes No Does your company provide this product or services? Were the specifications clear? Were the specifications too restrictive? Does the City pay its bills on time? Do you desire to remain on the bid list for this product or service? Does your present work load permit additional work? Comments/Other Suggestions: Company Name: Person Completing Form: Telephone: Mailing Address: Email: City, State, Zip Code: Date: Table of Contents RETURN SECTION TITLE WITH BID A. CONSTRUCTION CONTRACT AGREEMENT B. ADVERTISEMENT FOR BIDS C. GENERAL INFORMATION D. SPECIFICATION • CIVIL SPECS • ELECTRICAL SPECS E. BID PROPOSAL YES F. BID BOND YES G. CONFLICT OF INTEREST(IF NO CONFLICT WRITE NA ON YES LINE 1 AND SIGN/DATE LINE 7) H. PAYMENT BOND I. INSURANCE J. PERFORMANCE BOND K. HOUSE BILL 89 VERIFICATION YES L. NON-COLLUSION AFFIDAVIT YES M. AFFIDAVIT PAGE YES N. SB 252 YES O. WAIVER AND INDEMNIFICATION YES DRAWINGS SECTION CONTRACT FOR PIONEER PARK LIFT STATION REHABILITATION THIS AGREEMENT, made this day of , 2021, by and between the City of Port Arthur, a municipal corporation organized under the laws of the State of Texas, BDS CONSTRUCTORS, LLC dba MK CONSTRUCTORS of Vidor, Texas a(n) Corporation herein after called "CONTRACTOR". WITNESSETH: That for and in consideration of the payment terms, conditions and agreements set forth herein, OWNER and CONTRACTOR agree as follows: 1. The term of this Contract shall be 180 days from the start date on Notice to Proceed. 2. The Contractor will perform work as stated in the Contract Documents. 3. During the term of this Contract, the Contractor will furnish at his own expense all of the materials, supplies, tools, equipment, labor and other services necessary to connection therewith, excepting those supplies specifically not required of Contractor in the Specifications. 4. The CONTRACTOR agrees to perform all the work described in the specifications and contract documents and to comply with the terms for the amount of$774,065.00. 5. The term"Contract Documents"means and includes the following: a) Agreement b) General Information c) Specification d) Bid e) Addenda f) Payment Bond g) Performance Bond h) Notice of Award I) Notice to Proceed 6. This Agreement shall be binding upon all parties hereto and their respective heirs, executors, administrators, successors and assigns. 7. IN WITNESS WHEREOF, the parties hereto have executed, or caused to be executed by their duly authorized officials,this Agreement in(2 copies)each of which shall be deemed an original on the date first written above. Page 1 of 2 Signed on the day of , 2021. CITY OF PORT ARTHUR BY: Ronald Burton, City Manager ATTEST: Sherri Bellard, City Secretary Signed on the day of , 2021. BDS CONSTRUCTORS,LLC dba MK CONSTRUCTORS BY: PRINT NAME: TITLE: WITNESS: PRINT NAME: Page 2 of 2 SECTION CITY OF PORT ARTHUR, TEXAS ADVERTISEMENT FOR BIDS Notice is hereby given that sealed bids, addressed to the City of Port Arthur, will be received at the Office of the City Secretary, City Hall 444 4th Street or P. O. Box 1089, Port Arthur, Texas 77641 no later than 3:00 p.m., Wednesday, February 3, 2021 and all bids received will thereafter be opened and read aloud at 3:15 P.M., on Wednesday, February 3, 2021 in the City Council Chambers, 5th Floor, City Hall, Port Arthur, Texas for certain services briefly described as: 1. PIONEER PARK LIFT STATION REHABILITATION 2. REPAIR TWELVE LIFT STATIONS DAMAGED BY HARVEY Bids received after the deadline stated above, regardless of method of delivery, will not be considered and returned unopened. Copies of the Specifications and other Contract Documents are on file in the Purchasing Office, 444 4th Street, City of Port Arthur, and are open for public inspection without charge. They can also be retrieved from the City's website at www.portarthurtx.gov/bids.aspx or www.publicpurchase.com. MANDATORY PRE-BID MEETING IS SCHEDULED FOR THURSDAY, JANUARY 26, 2021 AT 1:30 P.M. AT WTER SERVICE CENTER, 111 H. O. MILS ROAD, PORT ARTHUR, TEXAS The City of Port Arthur reserves the right to reject any and all bids and to waive informalities. Per Chapter 2 Article VI Sec. 2-262(C) of the City's Code of Ordinance, the City Council shall not award a contract to a company that is in arrears in its obligations to the City. .drL W G1G�/ 64,na, Cliftd'?Williams, CPPB Purchasing Manager FIRST PUBLICATION: January 16, 2021 SECOND PUBLICATION: January 23,2021 SECTION GENERAL INFORMATION: Bidders are cautioned to read the information contained in this ITB carefully and to submit a complete response to all requirements and questions as directed. TERMINOLOGY: "Bid" vs. "Proposal"--For the purpose of this ITB, the terms "Bid" and `Proposal" shall be equivalent. AWARD: The City of Port Arthur will review all bids for responsiveness and compliance with these specifications. The City reserves the right to award on the basis of the Lowest and Most Responsive Bid in accordance with the laws of Texas, to waive any formality or irregularity, and/or to reject any or all proposals. ALTERING BIDS: Bids cannot be altered or amended after submission deadline. Any interlineations, alteration, or erasure made before opening time must be initialed by the signer of the bid, guaranteeing authenticity. WITHDRAWAL OF BID: The bidder may withdraw its bid by submitting written request, over the signature of an authorized individual, to the Purchasing Division any time prior to the submission deadline. The bidder may thereafter submit a new bid prior to the deadline. Modification or withdrawal of the bid in any manner, oral or written, will not be considered if submitted after the deadline. CONFLICT OF INTEREST: No public official shall have interest in this contract, in accordance with Vernon's Texas Code Annotated, Local Government Code Title 5, Subtitle C, Chapter 171. CONFLICT OF INTEREST: Provide a completed copy of the Conflict of Interest Questionnaire (Form CIQ). The Texas legislature recently enacted House Bill 914 which added Chapter 176 to the Texas Local Government Code. Chapter 176 mandates the public disclosure of certain information concerning persons doing business or seeking to do business with the City of Port Arthur, including affiliations and business and financial relationships such persons may have with City of Port Arthur officers. The form can be can be located at the Texas Ethics Commission website: https://www.ethics.state.tx.us/filinginfo/conflict forms.htm By doing business or seeking to do business with the City of Port Arthur including submitting a response to this ITB, you acknowledge that you have been notified of the requirements of Chapter 176 of the Texas Local Government Code and you are representing that you in compliance with them. Any information provided by the City of Port Arthur is for information purposes only. If you have concerns about whether Chapter 176 of the Texas Local Government Code applies to you or the manner in which you must comply, you should consult an attorney. The following are the current City Council and City Employees who are anticipated to either recommend or ETHICS: Public employees must discharge their duties impartially so as to assure fair, competitive access to governmental procurement by responsible contractors. Moreover, they should conduct themselves in such a manner as to foster public confidence in the integrity of the City of Port Arthur's procurement organization. Any employee that makes purchases for the City is an agent of the City and is required to follow the City's Code of Ethics. MINIMUM STANDARDS FOR RESPONSIBLE PROSPECTIVE BIDDERS: A prospective bidder must affirmatively demonstrate bidder's responsibility. A prospective bidder must meet the following requirements: 1. Be able to comply with the required or proposed delivery schedule. 2. Have a satisfactory record of performance. 3. Have a satisfactory record of integrity and ethics. 4. Be otherwise qualified and eligible to receive an award. 5. Be engaged in a full time business and can assume liabilities for any performance or warranty service required. 6. The City Council shall not award a contract to a company that is in arrears in its obligations to the City. 7. No payments shall be made to any person of public monies under any contract by the City with such person until such person has paid all obligations and debts owed to the City, or has made satisfactory arrangements to pay the same. ADDENDA: Any interpretations, corrections or changes to the ITB will be made by addenda no later than 48 hours prior to the date and time fixed for submission of proposals. Sole issuing authority of addenda shall be vested in the City of Port Arthur Purchasing Manager. The City assumes no responsibility for the proposer's failure to obtain and/or properly submit any addendum. Failure to acknowledge and submit any addendum may be cause for the bid to be rejected. It is the vendor's responsibility to check for any addendums that might have been issued before bid closing date and time. All addenda will be numbered consecutively, beginning with 1. PRICES: The bidder should show in the bid both the unit price and total amount, where required, of each item listed. In the event of error or discrepancy in the mathematics, the unit price shall prevail. PURCHASE ORDER: A purchase order(s) shall be generated by the City of Port Arthur to the successful bidder. The purchase order number must appear on all itemized invoices. INVOICES: All invoices shall be mailed directly to the City of Port Arthur, Attn.: tilit eration , P.O. Box 1089, Port Arthur, Texas 77641. PAYMENT: Payment will be made upon receipt of the original invoice and the acceptance of the goods or services by the City of Port Arthur, in accordance with the State of Texas Prompt Payment Act, Article 601f V.T.C.S. The City's standard payment terms are net 30, i.e. payment is due 30 days from the date of the invoice. SALES TAX: The City of Port Arthur is exempt by law from payment of Texas Sales Tax and Federal Excise Tax; therefore the proposal shall not include Sales Tax. VENUE: This agreement will be governed and construed according to the laws of the State of Texas. This agreement is performable in Port Arthur, Texas, Jefferson County. The City of Port Arthur may request and rely on advice, decisions, and opinions of the Attorney General of Texas and the City Attorney concerning any portion of these requirements. COMPLIANCE WITH LAWS: The Contractor shall comply with all applicable laws, ordinances, rules, orders, regulations and codes of the federal, state and local governments relating to performance of work herein. INTEREST OF MEMBERS OF CITY: No member of the governing body of the City, and no other officer, employee or agent of the City who exercises any functions or responsibilities in connection with the planning and carrying out of the program, shall have any personal financial interest, direct or indirect, in this Contract; and, the Contractor shall take appropriate steps to assure compliance. DELINQUENT PAYMENTS DUE CITY: The City of Port Arthur Code of Ordinances prohibits the City from granting any license, privilege or paying money to any-one owing delinquent taxes, paving assessments or any money to the City until such debts are paid or until satisfactory arrangements for payment has been made. Bidders must complete and sign the AFFIDAVIT included as part of this ITB. QUANTITIES: Quantities shown are estimated, based on projected use. It is specifically understood and agreed that these quantities are approximate and any additional quantities will be paid for at the quoted price. It is further understood that the contractor shall not have any claim against the City of Port Arthur for quantities less than the estimated amount. SHIPPING INFORMATION: All bids are to be F.O.B., City of Port Arthur, Port Arthur, TX 77640 INCORPORATION OF PROVISIONS REQUIRED BY LAW: Each provision and clause required by law to be inserted into the Contract shall be deemed to be enacted herein and the Contract shall be read and enforced as though each were included herein. If, through mistake or otherwise, any such provision is not inserted or is not correctly inserted the Contract shall be amended to make such insertion on application by either party. CONTRACTOR'S OBLIGATIONS: The Contractor shall and will, in good workmanlike manner, perform all work and furnish all supplies and materials, machinery, equipment, facilities and means, except as herein otherwise expressly specified, necessary or proper to perform and complete all the work required by this Contract, in accordance with the provisions of this Contract and said specifications. The apparent silence of these specifications as to any detail or to the apparent omission from it of a detailed description concerning any point shall be regarded as meaning that only the best commercial practices are to prevail. While the purpose of the specifications is to indicate minimum requirements in the way of capability, performance, construction, and other details, its use is not intended to deprive the City of Port Arthur the option of selecting goods which may be considered more suitable for the purpose involved. Under the Title VI of the Civil Rights Act of 1964, no person shall, on the grounds of race, color, or national origin, be excluded from participation in, be denied the benefits of, or be subjected to discrimination under any program or activity receiving Federal financial assistance. RELEASES AND RECEIPTS: The City of Port Arthur before making payments may require the Contractor to furnish releases or receipts for any or all persons performing work and supplying material or service to the Contractor, or any sub-contractors for work under this contract, if this is deemed necessary to protect its interests. CARE OF WORK: The Contractor shall be responsible for all damages to person or property that occurs as a result of his fault or negligence in connection with the work performed until completion and final acceptance by the City. SUB-CONTRACTS: The Contractor shall not execute an agreement with any sub-contractor or permit any sub-contractor to perform any work included in this Contract until he has received from the City of Port Arthur written approval of such agreement. INSURANCE: All insurance must be written by an insurer licensed to conduct business in the State of Texas, unless otherwise permitted by Owner. The Contract shall, at his own expense, purchase, maintain and keep in force insurance that will protect against injury and/or damages which may arise out of or result from operations under this contract, whether the operations be by himself or by any subcontractor or by anyone directly or indirectly employed by any of them, or by anyone for whose acts any of them may be liable, of the following types and limits 1. Standard Worker's Compensation Insurance: 2. Commercial General Liability occurrence type insurance City of Port Arthur, its officers, agents, and employees must be named as an additional insured): a. Bodily injury$1,000,000 single limit per occurrence or$1,000,000 each person/$1,000,000 per occurrence; and, b. Property Damage $1,000,000 per occurrence regardless of contract amount; and, c. Professional Liability: $1,000,000. Contractor shall cause Contractor's insurance company or insurance agent to fill in all information required (including names of insurance agency, contractor and insurance companies, and policy numbers, effective dates and expiration dates) and to date and sign and do all other things necessary to complete and make into valid certificates of insurance and pertaining to the above listed items, and before commencing any of the work and within the time otherwise specified, Contractor shall file completed certificates of insurance with the Owner. None of the provisions in said certificate of insurance should be altered or modified in any respect except as herein expressly authorized. Said CERTIFICATE OF INSURANCE Form should contain a provision that coverage afforded under the policies will not be altered, modified or canceled unless at least fifteen (15) days prior written notice has been given to the City of Port Arthur. Contractor shall also file with the City of Port Arthur valid CERTIFICATE OF INSURANCE on like form from or for all Subcontractors and showing the Subcontractor (s) as the Insured. Said completed CERTIFICATE OF INSURANCE Form (s) shall in any event be filed with the City of Port Arthur not more than ten (10) days after execution of this Contract. NOTICE TO PROCEED: Notice to Proceed shall be issued within ten (10) days of the execution of the Contract by OWNER. Should there be any reasons why Notice to Proceed cannot be issued within such period, the time may be extended by mutual agreement between OWNER and CONTRACTOR. DISCLOSURE OF INTERESTED PARTIES FORM 1295: A person or business, who enters into a contract with the City, meeting the conditions according to Texas Local Government Code Sec. 2252.908, is required to file Form 1295 with Texas Ethics Commission. This form is not required unless there is a contract between the vendor and the City of Port Arthur. Do not submit this form unless you receive an award letter from the City. PUBLIC INSPECTION OF BIDS: The City strictly adheres to the Texas Public Information Act (Texas Government Code Chapter 552.001, et seq.) and all other governing statutes, regulations, and laws regarding the disclosure of RFP information. Proposal Documents are not available for public inspection until after the contract award. If the Bidder has notified the City, in writing, that the Bidl Document contains trade secrets or confidential information, the City will generally take reasonable steps to prevent disclosure of such information, in accordance with the Public Information Act. This is a statement of general policy only, and in no event shall the City be liable for disclosure of such information by the City in response to a request, regardless of the City's failure to take any such reasonable steps, even if the City is negligent in failing to do so. AMBIGUITY: Any ambiguity in the Bid Document as a result of omission, error, lack of clarity or non-compliance by the Bidder with specifications, instructions and all conditions shall be construed in the favor of the City. ADDITIONAL INFORMATION: City may request any other information necessary to determine Bidder's ability to meet the minimum standards required by this ITB. CHANGE ORDER (a) The Contracting Officer may at any time, and without notice to the sureties, if any, by a written order, make changes within the general scope of this contract in any one or more of the following: (is) drawings, designs, or specifications; (ii) extending term of contract; and (iii) equitable adjustment in price/time of performance. If any such change causes an increase or decrease in the Contractor's cost of, or the time required for, the performance of any part of the work under this contract, whether changed or not changed by the order, an equitable adjustment shall be made in the contract price or delivery schedule, or both, and the contract shall be modified in writing accordingly. (b) Any notice of intent to assert a claim for adjustment under this clause must be asserted by the Contractor within 30 days from the date of receipt of the Contracting Officer's written order; provided, however, that later notice shall not bar the Contractor's claim if the Contractor can demonstrate that the City was not prejudiced by the delay in notification. In no event shall any claim be asserted after final payment. SECTION 1,4 ORIGINAL BID TO: CITY OF PORT ARTHUR 444 4TH STREET P.O. BOX 1089 CITY {�OFF PORT ARTHUR, TEXAS 77640 Proposal of d:�1 J J 1(-1.-ali� LL th L 1J.C :eer (�`.' called "BIDDER"),organiz d and existing under the laws of the State of Texas doing business as , and acting by and through to the CITY OF PORT ARTHUR, Port Arthur, Texas (hereinafter called "OWNER"). In compliance with your Advertisement for Bids, BIDDER hereby proposes to perform all work for the construction of Pioneer Park Lift Station Rehabilitation, in strict accordance with the Contract Documents, within the time set forth in the Notice to Proceed, and at the prices stated below, and Bidder shall enter into Contract for same within the time specified in Contract Documents. By submission of this BID, each BIDDER certifies, and in the case of a joint BID, each party thereto certifies as to his own organization, that this BID has been arrived at independently, without consultation, communication,or agreement as to any matter relating to this BID with any other BIDDER or with any competitor. BIDDER hereby agrees to commence WORK under this Contract on or before a date to be specified in the Notice to Proceed and to fully complete the PROJECT within 180 consecutive calendar days specified in the Notice to Proceed, including, but not limited to, all Saturdays, Sundays, and Federal, State, and City holidays thereafter. BIDDER further agrees to pay as liquidated damages, the sum of$500 for each consecutive calendar day thereafter including, but not limited to, all Saturdays, Sundays, and Federal. State and City holidays as provided in Section 51 of the General Conditions. Enclosed is bid security as required. BIDDER acknowledges receipt of the following ADDENDUM: . L4 - 2I921 *Insert "a corporation,'# "a partnership," or "an individual" as applicable. BIDDER agrees to perform all the work described in the Contract Documents for the following unit prices or lump sum: D-1 CC tc Item Approx. Description of Item with Unit No. Qty. Unit Unit Price Written in Words Price Amount BID SCHEDULE BASE BID ITEMS Mobilization, Complete In Place i L.S. -� X.S\i a $ \ 3�� $S,) 34"1 Per Lump Sum Site Preparation, including but not limited to demolition of existing building and removal of existing chain link fence, 2. I L.S. Complete In Place V‘SUL__ 043 • $logo� 510�41 Per Lump Sum j Piping Modifications, including but not limited to removal of existing suction piping, header piping, and discharge piping, construction of new above ground header piping and construction of new discharge piping, including all necessary 3. t L.S. valves, fittings , and appurtenances, Complete In Place Per Lump Sum _ $ G�-`'t1`T�� $224/ Submersible Pumps, including but not limited to removal of existing pumps and • installation of new pumps, including all necessary fittings and appurtenances. 4. 3 EA. I Complete in Place @ -"\J-CjaXICHL $1*5 S13511:115_I Per Each I i • D-2 y Item Approx. Description of Item with Unit No. Qty. Unit Unit Price Written in Words Price Amount Wet Well Modifications, including but not I limited to conversion of existing dry well to wet well extension, concrete knock outs, grouting. access hatches, and piping 5 1 L S penetrations, including all necessary appurtenances. Complete En Place ok 1\ Per Lump Sum I s (102" $,_% �2- Wet Well Interior Concrete Coating, including all necessary appurtenances. Complete In Place 6. 2,850 S.F. rr Per Square Foot $ 32. $ `\y 200 Bypass Pumping including all necessary appurtenances, Complete In Place 7. 6 MO @ qkIrDknd 1 I $ Per Month1, 125 $�-e3 + Site Paving, including but not limited to new access drives, parking area, and piping and electrical slabs, Complete In • Place 8. 420 S.Y. ! ` t\WINCtUCt UL1 SS Per Square Yard Jb34r J�'-/) S !44 $� ,142S _1 Site Fencing with Gates including all necessary appurtenances, Complete In Place 9. 400 L.F. cO1 �� l • Per Linear Foot D-3 l Item Approx. Description of Item with Unit No. Qty. Unit Unit Price Written in Words Price Amount Beam Crane Mounted Winch including but not limited to metal structure and trolley mounted winch, including all necessary appurtenances, Complete In 10. 1 L.S. Place B ) $ IA1 111- $ \\\ Per Lump Sum • 1 Electrical Demolition, including all necessary appurtenances, Complete In Place 11. 1 L.S. cr - 1 Per Lump Sum Electrical Power Distribution Equipment • & Installation, including all necessary- appurtenances, Complete In Place 12. 1 Per Lump Su -)-' Uf•-1`t — a)j ` Electrical Conduit, Conductors, and Equipment Hook Up, including all necessary appurtenances, Complete In I i 13. 1 L.S. Place • Sty3,11 Per Lump Sum n �4 $ TOTAL AMOUNT RID $ L..S)c3 D-4 ALTERNATE BID ITEMS Supply & Install Pump Control Panel, including all necessary appurtenances. Com fete In Pla e A I. I L.S. L.. Per Lump Sum "`AA TOTAL ALTERNATE BID $ 4Cb SUBSTITUTIONS 1. (Add) (Deduct) $ , 2. �\ \-\• (Add) (Deduct) $ Unit prices are to be expressed in both words and figures. In case of a discrepancy, the amount shown in words shall govern. The above unit prices shall include all labor, materials, equipment, bailing. shoring, removal, overhead, profit, insurance, etc. to cover the finished work of the several kinds called for. BIDDER understands that the OWNER reserves the right to reject any or all bids and to waive any informalities in the bidding. In addition, the OWNER reserves the right to award the Contract on the basis of TOTAL AMOUNT BID or TOTAL AMOUNT BID with Substitution(s) or TOTAL AMOUNT BID plus any Alternate(s) described above which is most advantageous to the OWNER. The BIDDER agrees that this bid shall he good and may not be withdrawn for a period of sixty (60)calendar days after the scheduled closing time for receiving bids. The undersigned BIDDER hereby declares that he agrees to do the work, and that no representations made by the Owner are in any sense a warranty. but are mere estimates for the guidance of the Contractor. Upon receipt of the notice of acceptance of the bid, the BIDDER will execute the formal Contract attached within ten (10) working days and will deliver a Performance and a Payment Bond to insure payment for all labor and materials. The bid security attached, without endorsement. in the sum of no less than five percent (5%) of the amount bid, is to become the property of THE CITY OF PORT ARTHUR, TEXAS, in the event the contract and bonds are not executed within the time above set forth. as liquidated damages without limitation. D-5 Respectfully submitted: (NAME OF CONTRACTOR) (AFUDRESS) BY: � 6031:in ( }� (TELEPHONE NUMBER) TITLE: V (LICENSE NUMBER IF APPLICABLE) DATE: _ -5,\ 2\ (..\\ ri) \s' n (SEAL,IF BIDDER IS A CORPORATION) (ATTEST) D-6 CITY OF PORT ARHTUR EXCEPTION /APPROVED EQUAL REQUEST [Please submit this form for each exception/approved equal] VENDOR _ TELEFAX: PROJECT: PAGE: _ of PARAGRAPH: SUBJECT: N/A REQUEST: \‘) Signature FOR CITY OF PORT ARTHUR USE ONLY APPROVED: DISAPPROVED: CLARIFICATION: REMARKS: Signature CITY OF PORT ARTHUR REP D-7 BID OPENING DATE: _Z\a\2 CITY OF PORT ARTHUR INSTRUCTIONS TO BIDDER Bidders are requested to furnish their complete REMIT TO ADDRESS and TAX IDENTIFICATION NUMBER as indicated below: REMIT PAYMENT TO: COMPANY m� ��r {� �? J ADDRESS , f>c \20% CITY/STATE/ZIP V c CI C,Y 1 LD O SEND PURCHASE ORDER TO: �, I �1 /1 COMPANY >>S � d l,� • ) ` g -� I be r . ADDRESS R.a . - \2 c CITY/STATE/ZIP V t d o� �J� ' `nu� TAX IDENTIFICATION NUMBER: I ✓ - O D-8 AFFIDAVIT (RETURN THIS AFFIDAVIT AS PART OF THE BID PROPOSAL) All pages in offer's bid proposal containing statements, letters, etc., shall be signed by a duly authorized Officer of the company,whose signature is binding on the Bid Proposal. The Und signed offers and agrees to one of the following: I hereby certify that I do not have outstanding debts with the City of Port Arthur. Further, I agree to pay succeeding debts as they become due during this agreement. I hereby certify that I do have outstanding debts with the City of Port Arthur, and agree to pay said debts prior to execution of this Agreement. I hereby certify that I do have outstanding debts with the City of Port Arthur and agree to enter into an agreement for the payment of said debts. I further agree to pay succeeding debts as they become due. NAME OF OFFERER: VC (-13-1--Ln TITLE: Y R• ADDRESS: R. _ 4--- 2—°1) CITY/STATE/ZIP:\ (l� �� ����a TELEPHONE NUMBER:l �T't—wCI SIGNATURE: SUBSCRIBED- ,§T7 SWO T\ -rn% hefore me Wi2Aabove namedickLucL on this the_ day of Notary lic in and fo he State of Texas. a: �> e� tARRIE EVE YINtENT n\ '\ (r' A Notary ID#128955139 _ L. - My Commission Expires r,non \ ''A,. t: Apr11 13, 2024 1 J 32 Signature My Commission Expires. D-9 Direct Inquiries/Claims to: POWER OF ATTORNEY THE HARTFORD BOND,T-12 One Hartford Plaza Hartford,Connecticut 06155 Bond.Claims rDthehartford.corn call:888-266-3488 or fax:860-757-5835 KNOW ALL PERSONS BY THESE PRESENTS THAT: Agency Name: MCELVEEN INSURANCE L LC Agency Code: 4 3-4 83 928 X Hartford Fire Insurance Company,a corporation duly organized under the laws of the State of Connecticut X Hartford Casualty Insurance Company,a corporation duty organized under the laws of the State of Indiana X Hartford Accident and Indemnity Company,a corporation duly organized under the laws of the State of Connecticut Hartford Underwriters Insurance Company,a corpora:ion duly organized under the laws of the State of Connecticut 1 1 Twin City Fire Insurance Company,a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of Illinois,a corporation duly organized under the laws of the State of Illinois Hartford Insurance Company of the Midwest,a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of the Southeast,a corporation duly organized under the laws of the State of Florida having their home office in Hartford, Connecticut,(hereinafter collectively referred to as the"Companies")do hereby make.constitute and appoint. up to the amount of Unlimited : Christine Baiter, Douglas N. McElveen, Amanda McElveen, Kathy Peters, Benjamin Dennis Stine of LAKE CHARLES, Louisiana their true and lawful Attomey(s)-in-Fact,each in their separate capacity if more than one is named above, to sign its name as surety(ies)only as delineated above by ®, and to execute, seal and acknowledge any and all bonds, undertakings. contracts and other written instruments in the nature thereof,on behalf of the Companies in their business of guaranteeing the fidelity of persons,guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. In Witness Whereof,and as authorized by a Resolution of the Board of Directors of the Companies on May 6,2015 the Companies have caused these presents to be signed by its Senior Vice President and its corporate seals to be hereto affixed, duly attested by its Assistant Secretary. Further.pursuant to Resolution of the Board of Directors of the Companies, the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney. ClMi4 . J ,. ^ `.;an.t►ur.'.: Lye r w • ti t _• • �i ' yy "4- e John Gray,Assistant Secretary M.Ross Fisher,Senor Vice President STATE OF CONNECTICUT } ss. Hartford COUNTY OF HARTFORD On this 5th day of January,2018,before me personally came M. Ross Fisher,to me known,who being by me duly sworn,did depose and say: that he resides in the County of Hartford, State of Connecticut: that he is the Senior Vice President of the Companies, the corporations described in and which executed the above instrument: that he knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals: that they were so affixed by authority of the Boards of Directors of said corporations and that he signed his name thereto by like authority. k_N�y •t • 11 fft..y'1,-d-A.�C SUMP Kathleen T.rMaynard Notary Public CERTIFICATE Nly Commission Expires;Lily 31,2021 I. the undersigned,Assistant Vice President of the Companies, DO HEREBY CERTIFY that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies,which is still in full force effective as of February 24, 2 C 21 Signed and sealed at the City of Hartford. ,►•� yrt law4 fail; c��S. ; , •r� aaz 1 �: ••fit' }.r n'r �.��-r '��"nnnrr�` h•r••► {e 10T�3 Iv,IDTP. _ • KevinHeckmar.,Assistant Vice President 'on:os i:inUJ G. -CITY OF PORT ARTHUR,TEXAS SADDEN,DUM NO. ONE.(1) A ta21 January 25,2021 BID FOR: Pioneer Park Lift Station Rehabilitation The following clarifications, amendments, deletions, additions, revision and/or modifications are made a part of the contract documents and change the original documents only in the manner and to the extent hereinafter stated and shall be incorporated in the contract documents. Provisions of this addendum shall take precedence over requirements of the original contract documents and all BIDDERS ARE REQUESTED TO ACKNOWLEDGE SAID PROVISIONS IN THE SUBMISSION OF THEIR BID. Addendum as follows The Pre-Bid and Bid Opening Dates have changed to the following 1. Notice is hereby given that sealed bids, addressed to the City of Port Arthur, will be received at the Office of the City Secretary, City Hall 444 4th Street or P. 0. Box 1089, Port Arthur, Texas 77641 no later than 3:00 p.m., Wednesday, February 17, 2021 and all bids received will thereafter be opened and read aloud at 3:15 P.M., on Wednesday, February 17, 2021 in the City Council Chambers, 5th Floor, City Hall, Port Arthur, Texas for certain services briefly described as: 2. NON-MANDATORY PRE-BID MEETING IS SCHEDULED FOR THURSDAY,FEBRUARY 4, 2021 AT 1:30 P.M. AT WTER SERVICE CENTER, I l l H. 0. MILS ROAD, PORT ARTHUR, TEXAS If you have any questions, please contact the Purchasing Division at 409-983-8160. NOTE: ALL PAGES OF ADDENDA MUST BE SIGNED AND SUBMITTED WITH YOUR BID DOCUMENTS. Cliffdn Williams, CPPB Purchasing Manager G-6 P, Signature of Proposer Date ruL>S ' Cq-Cam) Company Vendor Name c;,,,t` F� -CITY OF PORT ARTHUR,TEXAS 72) ADDENDUM Nth-Two:(2)1 orr rthur 7ivas February 12,2021 BID FOR: Pioneer Park Lift Station Rehabilitation The following clarifications,amendments, deletions, additions, revision and/or modifications are made a part of the contract documents and change the original documents only in the manner and to the extent hereinafter stated and shall be incorporated in the contract documents. Provisions of this addendum shall take precedence over requirements of the original contract documents and all BIDDERS ARE REQUESTED TO ACKNOWLEDGE SAID PROVISIONS IN THE SUBMISSION OF THEIR BID. Addendum as follows The Pre-Bid and Bid Opening Dates have changed to the following 1. The City was unable to find the historical data during design. which would have the below requested information. The best answer we can give to any contractor asking for bypass system sizing is to match the capabilities of the proposed lift station pumps. The pumps were sized based off of the lift station being a triplex station that experiences a total flow of 5,620 GPM. i i If you have any questions, please contact the Purchasing Division at 409-983-8160. NOTE: ALL PAGES OF ADDENDA MUST BE SIGNED AND SUBMITTED WITH YOUR BID DOCUMENTS. Clifton Williams, CPPB Purchasing Manager a\ \& Signature of Proposer Date Company Vendor Name r Iv 0, -CITY OF PORT ARTHUR, TEXAS ./i>'^`,3'ti',p' �-.w�swfY.r.�-+'�9iPPs ^-Ran•./�+s..s,- nrr rlhur al),-..rDENDUM�Na'-THREE(3)7 wil r�.< February 14, 2021 BID FOR: Pioneer Park Lift Station Rehabilitation The following clarifications, amendments, deletions, additions, revision and/or modifications are made a part of the contract documents and change the original documents only in the manner and to the extent hereinafter stated and shall be incorporated in the contract documents. Provisions of this addendum shall take precedence over requirements of the original contract documents and all BIDDERS ARE REQUESTED TO ACKNOWLEDGE SAID PROVISIONS IN THE SUBMISSION OF THEIR BID. Addendum as follows I. Notice is hereby given that sealed bids,addressed to the City of Port Arthur, will be received at the Office of the City Secretary, City Hall 444 4th Street or P. 0. Box 1089, Port Arthur, Texas 77641 no later than 3:00 p.m.,Wednesday,February 24, 2021 and all bids received will thereafter be opened and read aloud at 3:15 P.M., on Wednesday, February 24, 2021 in the City Council Chambers, 5th Floor, City Hall, Port Arthur, • Texas for certain services briefly described as: If you have any questions, please contact the Purchasing Division at 409-983-8160. NOTE: ALL PAGES OF ADDENDA MUST BE SIGNED AND SUBMITTED WITH YOUR BID DOCUMENTS. Cli n Williams, CPPB Purchasing Manager a\ \a Signature of Proposer Date I e Lris4u_cd-bs) Laxidoo- Company Vendor Name _{. -CITY OF POR"f ARTHUR,TEXAS orr rrh r ADDENDUM NO. FIVE (5) i✓.TUT February 24, 2021 BID FOR: Pioneer Park Lift Station Rehabilitation The following clarifications, amendments, deletions, additions, revision and/or modifications are made a part of the contract documents and change the original documents only in the manner and to the extent hereinafter stated and shall be incorporated in the contract documents. Provisions of this addendum shall take precedence over requirements of the original contract documents and all BIDDERS ARE REQUESTED TO ACKNOWLEDGE SAID PROVISIONS IN THE SUBMISSION OF THEIR BID. Addendum as follows 1. Notice is hereby given that sealed bids, addressed to the City of Port Arthur,will be received at the Office of the City Secretary, City Hall 444 4th Street or P. O. Box 1089, Port Arthur,Texas 77641 no later than 3:00 p.m., Wednesday,March 3, 2021 and all bids received will thereafter be opened and read aloud at 3:15 P.M.,on Wednesday,March 3,2021 2021 in the City Council Chambers, 5th Floor, City Hall, Port Arthur,Texas for certain services briefly described as: If you have any questions. please contact the Purchasing Division at 409-983-8160. NOTE: ALL PAGES OF ADDENDA MUST BE SIGNED AND SUBMITTED WITH YOUR BID DOCUMENTS. 6{24egiz.krut- Clift4rf Williams, CPPB Purchasing Manager Signature of Proposer Date DAllS N^ Sk irLC W L .. c 1LarnS\ itLt Company Vendor Name -CITY OF PORT ARTHUR,TEXAS Prt rrk ADDENDUM NO. SIX(6) Tcrus March 1,2021 BID FOR: Pioneer Park Lift Station Rehabilitation The following clarifications, amendments, deletions, additions, revision and/or modifications are made a part of the contract documents and change the original documents only in the manner and to the extent hereinafter stated and shall be incorporated in the contract documents. Provisions of this addendum shall take precedence over requirements of the original contract documents and all BIDDERS ARE REQUESTED TO ACKNOWLEDGE SAID PROVISIONS IN THE SUBMISSION OF THEIR BID. Addendum as follows I. The attached Sheets 3, 8, E3, E5, E6A, and E6B shall replace the original Sheets 3, 8, E3, E5, E6A, and E6B in the construction plans in their entirety. 2. For clarification,pump supplier contact information is as follows: Mody Pumps—IPS Pump Services(Bobby Dillard 832-867-9266) Flygt Pumps- Hahn Equipment (Eric Prescott 713-868-3255) If you have any questions, please contact the Purchasing Division at 409-983-8160. 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Scope: Remove and dispose of trees, stumps, brush, roots, logs, vegetation, rubbish, and other objectionable matter from project area. Project area is defined as all easements and that portion of street rights-of-way necessary to allow construction of the facilities proposed in this Contract, including those areas needed for disposal of excess excavated material. B. Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. PART 2 - PRODUCTS Not required for this Item. PART 3 - EXECUTION 3.01 CONSTRUCTION METHODS A. Clear and grub trees, stumps, brush, roots, logs, vegetation, and rubbish within project area except trees, shrubs, and other landscape features designated to remain, and protect same against damage and trim when necessary. Clear stump holes of refuse and loose earth; backfill and compact to density of surrounding ground. B. On embankment areas, remove stumps, roots, and objectionable materials to a depth of one foot below existing natural ground surface. C. Dispose of all refuse from clearing operation off site. Obtain required permits from various governmental agencies involved. Bury no refuse on Owner's property. On areas other than embankment, remove stumps and roots to depth of two feet below natural ground. D. For pavement construction, strip grasses to a depth 2-inches below existing grade and spoil off site. 3.02 MEASUREMENT AND PAYMENT A. No separate pay for work performed under this Item except as indicated below. Include cost of same in Contract price bid for work of which this is a component part. A2001 - 1/2 10/13/2005 B. Proposal will indicate if clearing and grubbing is a pay item. If so, measure by acre or lump sum as indicated in PROPOSAL. C. Pay for"Clearing and Grubbing" at Contract price bid as measured. Such payment to be full compensation for work as described herein. A2001 - 2/2 8/03/2004 ITEM NO. A2002 - SITE GRADING PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Within the limits indicated, or in areas where existing grade is altered, strip existing topsoil to 6-inch depth and stockpile in approved areas for subsequent replacement. Remove and dispose of all vegetation, roots, and waste material. B. Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. PART 2 - PRODUCTS 2.01 MATERIALS Fill: Use approved excess excavation or borrow material. Borrow from approved source, excavate, and clean up borrow area. Reuse of material stripped from borrow site is not allowed unless specifically indicated on PLANS. PART 3 - EXECUTION 3.01 GENERAL Maintain surface drainage on site during construction. 3.02 CONSTRUCTION A. Fill Under Structures and Roads: Place dirt fill in 8-inch maximum layers (loose measure) and compact at or near optimum moisture to at least 95 percent AASHTO Standard T-99-74 density. Place fill to subgrade elevation without addition of topsoil. Where fill to subgrade elevation is less than 6 inches, scarify existing ground to a depth of 6 inches and compact as specified herein. B. Site Fill: Place approved fill within 4 inches of finish grade shown on all areas not covered by structures or roads. Fill in 10-inch maximum layers (loose measured) and compact at or near optimum moisture to at least 90 percent AASHTO Standard T-99-74 density, unless otherwise shown on PLANS. A2002 - 1/2 8/03/2004 C. Topsoil: Place topsoil over areas within limits shown on PLANS. After substantial completion of construction, grade site 4 inches lower than finished grade on all unpaved areas. Clear ground surface of all foreign materials, then place 4 inches of topsoil to bring site to smooth finished grade indicated. D. Waste: Waste stripped materials from within limits indicated. Spread waste material over designated area, dress by blading, and slope to provide drainage. E. Final Cleanup: Level washes, ruts, depressions, and mounds to give areas smooth finish. 3.03 MEASUREMENT AND PAYMENT No separate payment for work performed under this Item. Include cost of same in Contract price bid for work of which this is a component part. A2002 - 2/2 08/02/2004 ITEM NO. 2003 — STRUCTURAL EXCAVATION AND BACKFILL PART 1 —GENERAL 1.01 DESCRIPTION A. Extent of Work 1. This Item governs excavation for placing structures except pipe sewers, disposal of such excavated material, and backfilling around completed structures to the level of original ground or finished grade. 2. Work to include all necessary pumping or bailing, sheeting, drainage, construction, and removal of any required cofferdams. 3. Unless otherwise provided, work to provide for removal of old structures or portions thereof, trees, and all other obstructions necessary to the proposed construction. B. Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. 1.02 QUALITY ASSURANCE A. Unless specified on PLANS or approved otherwise by Engineer, structural excavation to be designated as follows: 1. Width and Length: From vertical plane outside structure line equal to thickness of footing or slab. 2. Depth: From bottom of footing or slab to finished ground line or natural ground line, whichever is lower in elevation. 4. When caissons are provided, excavation not permitted outside outer faces or caissons. 1.03 DEFINITIONS A. Cofferdam is a temporary or removable structure to keep surrounding earth, water, or both out of excavation, and may be earth, timber, steel, concrete, or combination thereof. B. Caisson is a permanent part of the substructure, which sinks gradually into place as material is excavated within the area protected by its sidewalls. It may be either open well type or pneumatic type caisson. A2003 - 1/4 08/02/2004 PART 2 —EXECUTION 2.01 CONSTRUCTION METHODS A. General 1. Excavate to lines and depths indicated on PLANS or designated by Engineer. Excavate below bottom of structural slab elevation shown for seal slab when required. 2. Furnish supports for piping and structures within excavated area at no additional cost to Owner. 3. When requested, sample soil in accordance with ASTM testing standards to determine classification and strength of subgrade material. Sampling and testing to be by approved testing lab. Notify Engineer of test results immediately. Maximum depth of soundings not to exceed 5-feet below proposed footing grade, and to be made when foundation excavation is substantially complete. 4. Where necessary to increase or decrease footing depths, change details of structure as directed. 5. Do not disturb excavation bottom if structure rests on excavated surface other than rock. Remove foundation material to final grade just before placement of structure or seal slab. 6. When excavating rock or other hard material, cut to level, stepped, or serrated surface and remove loose material from excavation. Clean out seams and fill with concrete or approved structural fill prior to time of footing placement. 7. Protect excavations from rainfall and surface water. If supporting soil is exposed to adverse wet or dry conditions, excavate deeper and/or wider to sound material at no additional cost to Owner. Prior to such activity, notify Engineer. 8. Store excavated material used for future backfill in piles at locations convenience for rehandling, and locate so as not to interfere with other work. Locate edge of stockpile no closer to excavation than 11/2 times the excavation depth. 9. Provide site drainage and/or groundwater control to protect excavations. Use site grading, cofferdams, ditches, and/or other means to prevent surface water from flowing into excavations or ponding on areas where foundations or pavement will be located. Maintain continuous groundwater and surface water control until structure is complete and ground surface has been brought to final grade. B. Cofferdams and Caissons 1. Cofferdam to be complete with bracing and necessary pumps, well points, or other procedures to control groundwater and surface water intrusion. 2. Place caisson by one or more of the following methods: a. Interior dredging. b. Addition of weight by increasing wall thickness, when permitted by Engineer. c. Addition of removable loads. d. Use of water or air jets. A2003 - 2/4 08/02/2004 e. Use of pile driving equipment for steel shell caissons with suitable driving rig. 3. Provide cofferdams, when required, to allow for construction, removal of forms, and observation. 4. Types and clearances of cofferdams or caissons which affect character of finished work to be submitted for approval. All other details and design are responsibility of Contractor. 5. When required, submit drawings showing proposed method of ground and surface water control, and cofferdam or caisson construction. 6. Extend sheet pile cofferdams and caissons below bottom of footings sufficiently to prevent "blow outs", and provide adequate bracing and make as watertight as practicable. 7. When foundation piling are driven inside cofferdams or caissons, excavate below footing grade to allow for swell of ground during driving operations. Dewater excavation and remove foundation material to exact footing grade after driving piles, before placing seal slab. Backfilling to compensate for excavation below grade not permitted. Fill such areas with concrete; at time seal slabs are placed. 8. Adjust cofferdams or caissons, which tilt or move laterally. Report such movement to Engineer immediately. 9. Unless otherwise provided, remove cofferdams after completion of construction so as not to disturb or mar structure. C. Pumping or Bailing 1. Pump or bail from interior of cofferdam or caisson, outside of forms. Avoid movement of water through or along concrete being placed. 2. Do not pump or bail during concrete placement, or for minimum of 24 hours thereafter, unless from suitable sump separated from concrete by watertight wall. 3. Do not pump or bail to dewater cofferdam or caisson for minimum of 36 hours after seal slab has been set. D. Structural Backfilling 1. Backfill excavated areas as soon as such backfill will not interfere with progress of work. 2. Unless otherwise indicated, compact backfill mechanically in loose lifts not exceeding 8-inches. 3. Unless otherwise specified in PLANS and TECHNICAL SPECIFICATIONS or in soils report, backfill to be selected backfill, as approved by Engineer, with a Plasticity Index (PI) of less than 20 and compacted with mechanical tamps to 90 percent of the Standard Proctor maximum dry density (ASTM D-698) at 0 to +2 percent wet of the optimum moisture content. 4. Do not place backfill against walls for minimum of 7 days after structure has been in place. 5. Place backfill against walls of partially completed structure only after observation by Engineer. A2003 - 3/4 08/02/2004 6. Prevent wedge action of backfill against structure, and step or serrate slopes bounding excavation. Do not use heavy or intense compaction against structure. Backfill within 5-feet of structure to be subjected to light but full compaction. 7. Unless otherwise authorized, perform backfill in presence of Engineer. 2.02 MEASUREMENT AND PAYMENT A. No separate measurement and payment for work performed under this Item, including soil sampling if requested, except as indicated below. Include cost of same in Contract unit prices bid for work of which this is a component part. B. Measure "Extra Structural Excavation", when approved by Engineer, by cross-section method in its original position. Pay for "Extra Structural Excavation" at Contract unit price bid per cubic yard. Payment is full compensation for sheeting, bracing, dewatering, backfill, and all other work necessary to excavate additional material. A2003 - 4/4 08/03/2004 ITEM NO. A2004—EMBANKMENT PART 1 —GENERAL 1.01 SCOPE OF WORK Placing and compacting approved materials to required lines, grades, and cross- sections as shown on PLANS. PART 2—PRODUCTS 2.01 GENERAL As called for in other Items of TECHNICAL SPECIFICATIONS or as shown on PLANS. PART 3 —EXECUTION 3.01 CONSTRUCTION METHODS A. Prior to levee construction, the subgrade below the proposed embankment should be stripped of all vegetation, topsoil and other objectionable materials to a minimum depth of 12-inches. All major root systems should be removed and roots larger than one-half inch in diameter should be grubbed. All stumpholes should be backfilled with clay soils and compacted as indicated below. B. Place embankment on properly cleared and prepared areas. Use suitable materials from excavation, borrow, or other designated or approved sources. Use material free from vegetation, roots, and debris. Construct embankments or fills in successive horizontal layers, extending across entire fill area. Fill material to be placed in horizontal layers of depths compatible to material being placed and type of equipment to be used. No layer spread for compaction to exceed 8-inches of compacted thickness. Each layer of fill to be uniform as to material, moisture, and density before compaction. C. Each lift should be placed, bladed to proper elevation, disked to break down large soil clods, moisture-conditioned as necessary and compacted. Use mechanical tamps to obtain required density in inaccessible areas. Unless otherwise specified, the embankment soils should be compacted at or above optimum moisture to a minimum dry density of 95 percent as determined by ASTM D-698. Preferably, a sheepsfoot compactor should be used to insure good inter-lift bonding. The exposed surface of each lift should be scarified about 2-inches prior to placement and compaction of A2004 - 1/2 08/03/2004 subsequent lifts to insure adequate bonding between lifts. Make at least one (1) density test per 500 cubic yards of embankment. 3.02 MEASUREMENT AND PAYMENT A. Unless otherwise indicated, no separate payment for work performed under this Item, including testing. Include cost of same in Contract prices bid for items of which this work is a component. When indicated in PROPOSAL as pay item, measure Embankment by cubic yard volume based on average end areas and actual lengths placed. Measurement to be made from prepared ground elevation to finished top and side slopes. Embankment to be paid for at Contract unit price. Price paid for embankment to be full compensation for all items of work described herein, including testing. A2004 - 2/2 08/03/2004 ITEM NO. A2013 — STRIPPING AND SITE GRADING PART 1 —GENERAL 1.01 DESCRIPTION A. Scope: Furnish necessary equipment and labor to remove vegetation and rubbish and place approved excess roadway excavation in conformity with lines, grades, dimensions, and details shown on PLANS. B. Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. PART 2—PRODUCTS 2.01 MATERIALS A. Fill: Use approved excess excavated material from roadway construction or borrow material. Where necessary to borrow material, borrow from approved source, excavate, and clean up borrow area. Material stripped from borrow site not to be reused unless specifically designated on PLANS. PART 3 —EXECUTION 3.01 GENERAL A. Maintain surface drainage on site during construction. Remove unsatisfactory fill material and waste vegetation from jobsite and dispose. 3.02 CONSTRUCTION A. Fill Under Roadway: Remove muck and spongy materials from road subgrade. Place fill in maximum 8-inch lifts, measured loose, and compact to minimum 95 percent Standard Proctor Density(AASHTO Standard T-99-83). B. Site Fill: Place approved fill material in project area outside of road ROW in accordance with site grading plan. Grade to drain. When fill exceeds 4-inches, place fill in maximum 8-inch lifts, measured loose, and compact to minimum 90 percent Standard Proctor Density (AASHTO Standard T-99-83). C. Waste: Waste vegetation and unsuitable fill material to become property of Contractor and removed from jobsite. A2013 - 1/2 08/03/2004 D. Final Clean-up: Level washes, ruts, depressions, and mounds to give areas smooth finish. 3.03 MEASUREMENT AND PAYMENT A. Stripping and site grading to be measured by lump sum and paid for at Contract price bid for"Stripping and Site Grading". A2013 - 2/2 08/03/2004 ITEM NO. A3001 — SPOT SODDING PART 1 —GENERAL 1.01 SCOPE OF WORK A. Sod areas not covered by structures, sidewalks, or roads within project area with St. Augustine or Ormond Bermuda grass as specified on PLANS or preceding Special Provision. B. PLANS indicate limits and type of sod to be used. 1.02 WORK SPECIFIED ELSEWHERE A. Fertilizer, if required, indicated by Special Provision to this Item. PART 2—PRODUCTS 2.01 MATERIALS A. Use sod blocks approximately square containing not less than nine (9) square inches of live grass material, free from noxious weeds or other grasses. Provide sufficient moist earth in each block to maintain growth. Plant sod which has been excavated for this project within three (3) days. PART 3 —EXECUTION 3.01 PLACEMENT A. After grading operations and fertilizer application, when required, have been completed, plant sod blocks at intervals of 18-inches, in rows 18-inches apart, staggered to provide at least one (1) sod block to each 2V2 square feet of area to be sodded. Top of sod to match finish grade elevations and in no case more than '/2-inch below. Water sodded areas at frequent intervals and maintain sodded areas in good condition until final acceptance of work. 3.02 MEASUREMENT AND PAYMENT A. No separate payment for work performed under this Item. Include cost of same in Contract price bid for items of which this work is a component part. A3001 - 1/1 Std. 08/03/2004 ITEM NO. A3002—COMPACTED SAND FILL UNDER STRUCTURES PART 1 —GENERAL 1.01 DESCRIPTION A. Scope: Furnish, place, and compact sand fill under structures within limits shown on PLANS. PART 2—PRODUCTS 2.01 MATERIALS A. Clean sand or clean bank sand free from clay and clay lumps, shale, loam, organic matter, excessive amounts of salt, and other deleterious materials. Sand with maximum Plasticity Index of 7 and with not more than 40 percent passing a No. 200 sieve. Water, if used to aid compaction, to be clean and fresh. PART 3 —EXECUTION 3.01 INSTALLATION A. Construction: Excavate or strip to depth as indicated on PLANS or as directed by Engineer. Compact subgrade to minimum dry density of 95 percent of maximum in accordance with ASTM D698-78 by making several passes with flat-wheeled or vibratory roller to uniformly dense soils and to ensure that localized weak and compressible zones are not present. Shape surface to receive sand fill as shown on PLANS. Place in 8-inch maximum lifts, measured loose, and compact with pneumatic-tired or vibratory roller. In confined areas, compact with mechanical tamps. Compact soils at or near optimum moisture content to a minimum dry density of 95 percent of maximum in accordance with ASTM D698-78. "Waterflooding" to obtain required compaction not permitted. After compacting, shape surface area to grade indicated. Make at least one (1) density test per lift. 3.02 MEASUREMENT AND PAYMENT A. No separate payment for work performed under this Item, including density testing, except as indicated below. Include cost of same in Contract price bid for work of which this is a component part. B. "Extra Compacted Sand Fill", when authorized, to be measured by cross-section method in its compacted position and paid for at Contract unit price bid per cubic yard. Payment under this bid item is limited to compacted sand fill as may be required in excess of amount shown on PLANS. A3002 - 1/1 08/03/2004 ITEM NO. A3004— SEEDING PART 1 —GENERAL 1.01 DESCRIPTION A. Scope: Seeding and fertilizing of areas not covered by structures, sidewalks, or roads within the project area. Project area is indicated on PLANS or by Special Provision. When shown on PLANS, provide soil retention protection. PART 2—PRODUCTS 2.01 MATERIALS A. Seeds: Conform to requirements of U.S. Depattutent of Agriculture Rules and Regulations as set forth in Federal Seed Act and Texas Seed Law. Use seed, which has been treated with an approved fungicide. Container labels to show purity and germination, and name and type of seed. Planting date, type, and rate of application as follows. Rate of Application Type in Pounds per Acre Planting Date 1. Unhulled Bermuda Grass 20 January 1 to April 1 2. Hulled Bermuda Grass 12 April 1 to October 1 3. Mix Bermuda and Rye in Following Proportions: October 1 to January 1 Unhulled Bermuda Grass 12 Rye Grass (Gulf) 200 B. Fertilizer: Use pellet or granular fertilizer with analysis of 16 percent nitrogen, 20 percent phosphoric acid, and zero percent potash (or 10-10-5) unless otherwise required. Determine percent by methods of Association of Official Agricultural Chemists. Container labels to show analysis. Powdered or caked fertilizer not permitted. C. Straw Mulch: Use straw of oat or rice stems, prairie grass, bermuda grass, or other approved straw. Do not use straw containing Johnson grass or other noxious weeds and foreign materials. D. Fiber Mat: Fiber mat to consist of machine-produced mat or wood fibers, with consistent thickness throughout blanket. Use blanket with topside of netted twisted A3004 - 1/3 08/03/2004 kraft paper having high wet strength, or biodegradable extruded plastic mesh. Use blanket of weight from 0.7 pound per square yard to 1.0 pound per square yard. E. Paper Mesh: Use paper mesh consisting of knitted construction of yarn with uniform openings interwoven with strips of biodegradable paper, furnished in rolls with suitable protection for outdoor storage. Use paper mesh of weight from 0.2 pound per square yard to approximately 0.5 pound per square yard. F. Wire Staples: As recommended by fiber mat or paper mesh manufacturer. PART 3 —EXECUTION 3.01 CONSTRUCTION METHODS A. GENERAL Fertilizing and Seeding: After area(s) to receive fertilizing and seeding has been completed to lines, grades, and sections shown on PLANS, apply fertilizer at uniform average rate of 500 pounds per acre. Thoroughly mix upper 3-inches of topsoil with fertilizer until a uniform mixture of fertilizer and topsoil is obtained. Sprinkle areas to be seeded with water, using fine spray to avoid washing or erosion of soil. Broadcast seed with sowing equipment at rate specified above, using care to obtain uniform distribution. After broadcasting, lightly rake seeds into soil to a depth not to exceed 'A-inch. Complete seeding by rolling with roller developing 15 to 25 pounds per inch of tread. Keep seeded areas moist for a period of ten (10) days immediately following placement. When watering seeded areas, use fine spray to percent erosion of seeds or soil. Reseed any areas damaged by erosion. Do not apply seeds when weather is too windy or other adverse conditions exist. B. Straw Mulch Soil Retention Blanket 1. Fertilizing and Seeding: After ditch or slope has been completed to lines, grades, and cross-sections shown on PLANS, apply fertilizer and seed as per"A." above. When seed and fertilizer are to be distributed as water slurry, mixture to be applied within thirty(30)minutes after all components are placed in equipment. 2. Mulch Application: Immediately upon completion of planting of seed and fertilizing, spray straw mulch uniformly over the area at the rate of 1'/2 to 2 tons of hay or 2%2 tons of straw per acre. Equip mulching machine to inject asphaltic material into straw uniformly as it leaves the equipment, at the rate of 0.05 to 0.10 gallon of asphalt per square yard of mulched area. When watering seeded areas, use fine spray to prevent erosion for any reason. Mulching operation to follow seeding and fertilizing immediately in continuous operation. C. Fiber Mat or Paper Mesh Soil Retention Blanket 1. Fertilizing and Seeding: See`B.1" above. A3004 - 2/3 08/03/2004 2. Fiber Mat or Paper Mesh Installation: Place fiber mat or paper mesh within 24- hours after seeding operations have been completed. Prior to placing, clear area to be covered of all rocks or clods over 1'/2-inches in diameter and all sticks or other foreign material which will prevent close contact of the blanket with the soil. Area to be smooth and free of ruts or other depressions. a. If, as a result of a rain, prepared seedbed becomes crusted or eroded, or if eroded places, ruts, or depressions exist for any reason, rework soil until smooth and reseed such areas. After area has been properly prepared, lay fiber mat or paper mesh flat, smooth, and loosely, without stretching or crimping material. b. Apply materials with lengths running parallel to the flow of water. Where more than one width is required, butt or overlap edges as required by manufacturer. c. Hold material in place by means of wire staple driven into soil at 90° angle to surface. Staple material along each edge and in grid pattern with minimum 3-foot centers each way as recommended by manufacturer. In ditches and on slopes, provide additional stapling as recommended by manufacturer. 3.02 MEASUREMENT AND PAYMENT A. Fertilizing and Seeding: Measure by the acre or lump sum as indicated in PROPOSAL. Payment for work under this Item will be made at Contract price for "Seeding", which price to be full compensation for all fertilizer, seed, equipment, materials, and labor necessary for fertilizing and seeding. B. Straw Mulch Seeding: Measure by the square yard as indicated in the PROPOSAL. Payment for work under this Item to be made at the Contract price for "Straw Mulch Seeding", which price to be full compensation for all fertilizer, seed, straw mulch, equipment, materials and labor necessary for fertilizing and seeding. C. Fiber Mat Seeding: Measure by the square yard as indicated in the PROPOSAL. Payment for work under this Item to be made at the Contract price for "Fiber Mat Seeding", which price to be full compensation for all fertilizer, seed, fiber mat, equipment, materials, and labor necessary for fertilizing and seeding. D. Paper Mesh Seeding: Measure by the square yard as indicated in the PROPOSAL. Payment for work under this Item to be made at the Contract price for "Paper Mesh Seeding", which price to be full compensation for all fertilizer, seed, paper mesh, equipment, materials, and labor necessary for fertilizing and seeding. A3004 - 3/3 08/03/2004 ITEM NO. A3007—REMOVING OLD STRUCTURES PART 1 —GENERAL 1.01 DESCRIPTION Remove and dispose of old structures, or portions of old structures, as shown on PLANS, and include all excavation and backfill to complete the removal hereinafter described. PART 2—PRODUCTS Not applicable to this Item. PART 3 —EXECUTION 3.01 METHOD OF REMOVAL A. Culverts or Sewers: Unless otherwise shown on PLANS, remove pipe and appurtenances by careful excavation of all dirt on top and sides in such a manner that pipe will not be damaged. B. Concrete Structures: Remove concrete structures or concrete portions of structures in sizes not larger than one cubic foot. 1. Concrete portions of structures below the permanent ground line, which will not interfere in any manner with the proposed construction, may be left in place, but removal to be carried at least 2-feet below the permanent ground line and nearly squared off. Cut off reinforcement close to the concrete. C. Steel Structures: Dismantle steel structures or steel portions of structures in sections as determined by Engineer. Sections to be of such weight and dimensions as to permit convenient handling, hauling, and storing if material is to be reused or salvaged. Remove rivets and bolts connecting steel railing members, steel beams of beam spans, and steel stringers of truss spans by cutting the heads with a "cold cut", and punching or drilling from the hole, or by such other method as will not injure members for reuse if material is to be reused or salvaged, and will meet approval of the Engineer. Removal of rivets and bolts from connections of truss members, bracing members, and other similar members in the structure not required unless specifically called for on the PLANS or Special Provisions, and Contractor to have the option of dismantling these members by flame-cutting the members immediately adjacent to the connections. Flame-cutting not permitted, however, when shown on PLANS or when Special Provision calls for the structure unit to be salvaged in such a manner as to permit re- A3007 - 1/3 08/03/2004 erection. In such case, carefully matchmark all members with paint in accordance with diagram furnished by Engineer prior to dismantling, and remove all rivets and bolts from the connections in the manner specified in the first portion of this paragraph. D. Timber Structures: Remove timber structures or timber portions of structures in such manner as to damage the timber as little as possible for further use. Remove all bolts and nails from such lumber as deemed salvable by Engineer. 1. Unless otherwise shown on PLANS, Contractor may remove entirely, or cut off timber piles at a point not less than 2-feet below ground line. E. Brick or Stone Structures: Remove brick or stone structures or stone portions of structures in sizes not larger than one cubic foot. 1. Portions of such structures below the permanent ground line, which will not in any manner interfere with the proposed construction, may be left in place, but removal to be carried at least 2-feet below the permanent ground line, and neatly squared off 3.02 SALVAGE A. All material such as pipe, timbers, railings, etc., which the Engineer deems as salvable for reuse, and all structural steel to be carefully placed in neat piles at convenient loading points which will not interfere with traffic or construction. Unless designated points shown on PLANS, all other materials deemed salvable by the Owner to be removed by Contractor and neatly piled at convenient loading points on site at no cost to Owner. All of these materials to be the property of Owner. 1. I-beams, stringers, etc., specified to be dismantled without damage for reuse, and all steel members matchmarked and dismantled for reuse, to be blocked off the ground in an upright position to protect the members against further damage. 2. Materials, other than structural steel, deemed non-salvable become the property of the Contractor, to be moved off the site by Contractor, and disposed of in a satisfactory manner. 3. Where temporary structure is necessary for a detour adjacent to the present structure, Contractor will be permitted to use the material in the old structure for the detour structure, but he is to dismantle and stack, or dispose of material as required above, as soon as new structure is complete. 3.03 BACKFILL A. Backfill all excavation made in connection with this Item, and all openings below natural ground line caused by removal of old structures or portions thereof, to the level of original ground line, unless otherwise shown on PLANS. 1. Place that portion of the backfill which will support any portion of the structure, roadbed, or embankment as required for placing structural backfill and embankment. In places inaccessible to blading and rolling equipment, use A3007 - 2/3 08/03/2004 mechanical or hand tamps, or rammers to obtain the required density comparable with adjacent undisturbed material. 3.04 MEASUREMENT AND PAYMENT A. Measurement: Work as provided for by this Item to be measured as each individual structure to be removed, except that pipe sewers may be measured as each structure, or may be measured by the linear foot. When measured by either method, removal to include all appurtenances thereto. B. Payment: Work as prescribed for in this Item to be paid for at unit price bid per each for "Removing Old Structures, Small", or "Removing Old Structures (Pipe)", per each structure or per linear foot, which price to be full compensation for all work, labor, tools, equipment, excavation, backfilling, materials, and incidentals necessary to complete the work. A3007 - 3/3 Std. 08/03/2004 ITEM NO. A3030—HYDRO-MULCH SEEDING PART 1 —GENERAL 1.01 DESCRIPTION A. Scope: The work covered by this Item consists of furnishing all plant, labor, materials, equipment, supplies, supervision, and tools, and performing all work necessary for topsoiling, smoothing, seeding, fertilizing, watering, maintenance, and clean-up of all areas disturbed during construction, all in accordance with the drawings and TECHNICAL SPECIFICATIONS. B. General: The hydro-mulch seeding operations, together with all other necessary related work, to conform to the requirements specified in this Item. The area to be hydro- mulch seeded to be noted on PLANS. PART 2—PRODUCTS 2.01 MATERIALS A. Seed: All seed must meet the requirements of U.S. Department of Agriculture Rules and Regulations as set forth in Federal Seed Act and Texas Seed Law. Type of seed, purity and germination requirements, rate of application, and planting dates are as follows: APPLICATION RATE POUNDS TYPE PER ACRE PLANTING DATE 1. Hulled Common Bermuda Grass 98/88 40 Unhulled Common Bermuda Grass January 1 to April 15 98/88 40 Annual Rye Grass (Gulf) 50 2. Hulled Common Bermuda Grass 98/88 40 April 15 to October 1 3. Hulled Common Bermuda Grass 98/88 40 Unhulled Common Bermuda Grass October 1 to January 1 98/88 40 Annual Rye Grass (Gulf) 30 A3030 - 1/2 Std. 08/03/2004 B. Fertilizer: Fertilizer to be water soluble with analysis of 10 percent nitrogen, 20 percent phosphoric acid, and 10 percent potash. Rate of application to be 750 pounds per acre except during the periods of April 15 through September 1, when the rate to be reduced to 600 pounds per acre. C. Mulch: Mulch to be virgin wood cellulose fiber made from whole wood chips. Within the fiber mulch material, at least 20 percent of the fibers will be 10.7 mm in length and 0.27 mm in diameter. Rate of application to be 2,000 pounds per acre. Soil stabilizers such as Terra Type III (or approved equal) to be applied at a rate of 40 pounds per acre on side slopes and "Terra Tack I" (or approved equal) to be applied at a rate of 40 pounds per acre in the flatter, upper portions of channel areas. PART 3 —EXECUTION 3.01 MAINTENANCE The hydro-mulch seeding to be adequately watered until established. Any areas damaged by erosion or areas that do not have acceptable turfing to be reseeded. 3.02 MEASUREMENT AND PAYMENT Measure by lump sum as indicated in PROPOSAL. Payment for work under this Item will be made at Contract price for "Hydro-Mulch Seeding", which price to be full compensation for all fertilizer, seed, equipment, materials, and labor necessary for fertilizing and seeding. A3030 - 2/2 08/03/2004 ITEM NO. A3031 —PLANTING PART 1 —GENERAL 1.01 DESCRIPTION Scope: Installing plant materials in properly excavated planting pits, backfilling planting pits and planting beds, staking plant materials, applying weed prevention to planted areas, furnishing and installing mulch as indicated on PLANS or by Special Provision. Contractor Maintenance, planting warranty and replacement provisions apply. PART 2—PRODUCTS 2.01 MATERIALS A. Plants: Conform to requirements of the U.S. Department of Agriculture Rules and Regulations in accordance with all applicable laws, codes and regulations, and provide for all inspections and permits required by Federal, State and local authorities in furnishing, transporting and installing materials. B. Reference Standards: 1. "Grades and Standards", latest edition, Texas Association of Nurserymen Specifications, Austin, Texas 78704. 2. "Outstanding Texas Landscape Plants", latest edition Texas Association of Nurserymen, Austin, Texas 78745-6621. C. Source—Quality Control: 1. Plants shall be subject to inspection and approval by Engineers. 2. Substitutions of plant materials will not be permitted unless authorized in writing by Engineers. If proof is submitted that any plant specified is not obtainable, a proposal will be considered for use of the nearest equivalent size or variety. Such proof shall be substantiated and submitted in writing to Engineer twenty (20) days prior to start of work under this Section. D. Quality: 1. Plants shall be typical of their species and variety; have normal growth habits; be sound, healthy, vigorous and free from insect pests, plant diseases, injuries and after-effects thereof 2. All plants shall conform to minimum requirements of the American Standard of Nursery Stock (current edition) and shall equal or exceed the measurements specified in the plant list which are minimum acceptable sizes. 3. Plants shall be measured before pruning with branches in normal position. Pruning shall not be done prior to delivery or planting except by approval. A3031 - 1/6 08/03/2004 4. All plants shall have a minimum of 12-inch ball for every caliper inch. 5. All multi-trunk plants shall have a minimum of three (3) full, substantial trunks or as specified. 6. All suckers and small branches shall be trimmed off E. Shape: All plant materials shall be full (heavy) of branch, substantial spread and balanced in shape. Head of trees shall be full and branches shall be well formed. Trees having thin heads or unbalanced shape will not be accepted. 2.02 TOPSOIL A. Taken from that stockpiled on site; additional topsoil, if required, shall be approved by the Engineer before delivery to the site. 1. Shall not be stripped, collected or deposited while wet. 2. Shall be natural friable, fertile soil possessing characteristics of representative productive soils in the vicinity. 3. Shall be without admixture of subsoil. 4. Clean and reasonably free of clay lumps, stones, roots or similar substances over 1" in diameter. 5. Ph of 6.5 to 7.0. 6. Shall be free of toxic substances which may be harmful to plant growth. 7. Shall be free of Nutgrass or other noxious weeds or grass seed. 2.03 SAND Shall be free of Nutgrass, other noxious weeds and impurities. Sharp sand shall be of same size as normally used in masonry construction. 2.04 GRIT Composted pine bark, free of debris,weeds, and grass. 2.05 SOIL BACKFILL Planting shall be done in backfill mix composed of the following: 1/3 grit, 1/3 sand and 1/3 topsoil, or 2/3 grit and 1/3 topsoil by volume thoroughly mixed. 2.06 STAKING MATERIALS—Shall be as follows: A. Tree Stakes—2"x 2"Cedar Stakes or Treated Southern Pine. B. Ties—Black Rubber Tire tie or other as approved. 2.07 TREE PAINT: Tree Kote, Cabot tree paint or equal. A3031 - 2/6 08/03/2004 2.08 WATER: Furnished by Owner. Contractor is responsible for all containers, hoses, etc., that may be required. 2.09 PRE-EMERGENCE WEED CONTROL: Eptam as manufactured by Greenlight Product Company, San Antonio, Texas. 2.10 MULCH A. Shredded Pine Bark — Shall be the product of standard stripping of bark from pine trees for timber or pulp manufacturing. Bark shall be shredded in a manner where large pieces are at a minimum. The mulch shall be free of debris. PART 3 - EXECUTION 3.01 INSTALLATION OF NURSERY GROWN STOCK A. Layout: Stake each tree and major shrub and outline of shrub beds. Engineer will check location of plants in the field and shall adjust if necessary. B. Excavation: For planting in old beds or unprepared soil. 1. Dig the hole twice as wide and only as deep as the root ball. Digging deeper results in loose soil under the root ball, causing the root ball to settle too deep into the hole later. 2. Remove excavated material from the plant pit area. The native soil portion of this excavated material may be used as the topsoil portion of the backfill mixture. 3.02 DRAINAGE OR OBSTRUCTIONS A. The Engineer shall be notified in writing of any obstructions which would prove detrimental to drainage of plant pit or placement of plants. 3.03 PREPARING PLANT MATERIALS FOR PLANTING A. Canned stock shall be removed carefully after cans have been cut on two sides with approved cutter. Do not use spade to cut cans. Do not lift or handle container plants by tops, stems or trunks at any time. B. Do not bind or handle any plant with wire or rope at any time so as to damage bark or break branches. Lift and handle plants only from bottom of ball. C. Ball and burlap (B&B) plants shall have firm balls of earth. Plants moved with a ball will not be accepted if the ball is cracked or broken before or during planting operations. D. If container grown shrubs have girdled roots, scarify sides of root mass. A3031 - 3/6 08/03/2004 E. INSTALLATION OF PIT PLANTED MATERIALS A. Fill plant pits with soil mix to compacted depth to receive plant root ball, so top of root ball is one inch (1") above finished grade. B. Scarify the walls and bottom of all plant pits immediately prior to the placement of plant and backfill mix. The Contractor shall remove all glazing caused by an auger or mechanical hole digger. C. For boxed material, break vertical bands and remove top and bottom of container. Carefully lower plant into pit with backhoe or approved method and adjust elevation. Cut horizontal bands and remove sides. Prune away girdled roots. Carefully fill pit and compact by watering in to support root ball. D. Place B&B plants carefully in the prepared planting pit. Do not disturb root ball or untie twine or roping until backfill settlement is complete and tree is staked, if applicable. Fill planting pit by flooding each eight (8) inches or backfill for balls greater than 24 inches in diameter. E. Smooth planted areas to conform to specified grades after full settlement has occurred. Contractor shall bear final responsibility for proper surface drainage of planted areas. Any discrepancy in the drawings or specifications, obstructions on the site, or prior work done by another party which Contractor feels precludes establishing proper drainage, shall be brought to the attention of the Engineer in writing. F. Form saucer with three (3) inch high berm around trees twenty-four (24) inches wider than ball diameter. G. Water all plants immediately after planting. H. Apply pre-emergent weed control material in areas to receive mulch. I. Spread mulch in required areas to the compacted depth of three (3) inches. 3.04 INSTALLATION OF BED PLANTED MATERIALS A. Install steel edging where shown. Anchor with steel stakes spaced not more than three feet (3') o.c. or as often as necessary to have smooth radius or straight tangent. Drive stake to one inch (1") below top of edging on inside of bed. B. Fill all groundcover beds with plant bed mix to finished grade (compacted) plus two inches (2"). A3031 -4/6 08/03/2004 C. Excavate in planting mix for individual plant and install as required. Set plant plumb and brace rigidly in position until planting soil mix has been tamped solidly around the ball and roots. D. Water thoroughly, saturating root ball, eliminating all air pockets. Top of root ball shall be slightly above finished grade. E. Smooth planting areas to conform to specified grades after full settlement has occurred. Contractor shall bear final responsibility for proper surface drainage of planted areas. F. Water all plants immediately again after planting. G. Apply pre-emergent weed control material over entire area to receive mulch. H. Mulch all shrub and tree beds with shredded bark to three inches (3") thick. 3.05 PRUNING A. Prune containerized plants only at time of planting and according to standard horticultural practice to preserve the natural character of the plant. Prune by removing entangled branching and by removing crotches. Avoid removing branch tips wherever possible. Pruning to be done under supervision of the Engineer. B. Remove all dead wood, suckers and broken or badly bruised branches. Use only clean, sharp tools. C. Prune B&B material as may be directed by Engineer by removing a percentage of interior branching proportional to the root loss during digging (up to 1/3). D. Paint cuts over 3/4 inch diameter with tree paint, covering all exposed, living tissue. 3.06 STAKING A. All trees are to be staked by the Contractor, who will be responsible for material remaining plumb and straight for all given conditions for one year from Substantial Completion. Tree support shall be done as outlined below. B. Staking shall be completed immediately after planting. C. Stake all trees under three (3) inches caliper in accordance with the following: Tree Caliper at 6" Grade No. Stakes Stake Size To 13/4 inch 2 2" x 2" x 8' 2 inch to 3 inch 2 2" x 2"x 10' A3031 - 5/6 08/03/2004 D. Stakes to be located paralleled to buildings and as close to the main trunk as is practical, avoiding root injury. Stakes shall be driven at least 18 inches into undisturbed ground. E. Tie tree to stake using approved tree tie. Tie shall be located midway within tree crown or at a location approximately 2/3 of the overall height of the tree. Locate tie just above major side branch in order to deter slippage. Nail rubber ties to stake using two (2) roofing nails at each end of tie. Cut off any remaining stake after total securement to within two (2) inches of upper tree tie. F. Locate second stake opposite first. Secure with one tie opposite upper tie at first stake. G. Auxiliary stem stakes shipped with trees shall be secured at eight (8) inch intervals to within six(6) inches of top of stake. 3.07 COORDINATION Coordinate with other contractors to enable work to proceed in a timely and efficient manner. 3.09 CLEAN UP As work progresses, all work areas are to be kept neat and clean. All debris and extraneous material shall be removed from work site prior to final acceptance. 3.10 INSPECTIONS Written requests for inspections shall be made seven (7) days prior to anticipated inspection date. Inspections are for the purpose of establishing the maintenance period. PART 4—MEASUREMENT AND PAYMENT A. Plants, backfill, mulch and steel edging will be measured by the units specified on the Bid Schedule. All other items are subsidiary to the bid items of which they are a part and no separate measurement will be made. B. Payment will be made according to the bid price for the measured units specified on the Bid Schedule inclusive of all subsidiary items. A3031 - 6/6 Std. 08/03/2004 ITEM NO. A3032—MAINTENANCE AND WARRANTY PART 1 —GENERAL 1.01 DESCRIPTION Scope of work includes Warranty Period, Maintenance Period, and Commencement Date. 1.02 COMMENCEMENT DATE A. Contractor is responsible for all maintenance from the date of signing of contract until the end of the maintenance period. The Date of Commencement for the Warranty Period and Maintenance Period shall be the date of the Notice of Substantial Completion issued jointly by the Engineer and the Owner. B. The Contractor shall be responsible for maintaining all work in accordance with specified maintenance requirements including security during the interim phase between construction and completion. C. Warranty Period shall expire on the specified anniversary date of the Notice of Substantial Completion. 1.03 WARRANTY PERIOD A. Hardscape—Twelve (12) months. B. Planting—Twelve (12) months. 1.04 MAINTENANCE PERIOD: Thirty (30) days. 1.05 POLICING OF AREA FOR DEBRIS A. Specified maintenance shall include, without exception, regular clean up and removal from the site of cans, excess soil, paper, dead animals and miscellaneous debris. A3032- 1/1 Std. 08/03/2004 ITEM NO. A3034 - STORM WATER POLLUTION PREVENTION PLAN (SW3P) PART 1 - GENERAL 1.01 DESCRIPTION A. Section Includes: 1. A draft of the Storm Water Pollution Prevention Plan to use as a general guideline to meet new EPA Standards. 2. Specifications pertaining to the structural systems and pollution prevention systems to be used to meet the guidelines. 3. Details of the structural systems to be used to meet the EPA requirements. B. References 1. Clean Water Act of 1972 establishing the National Pollution Discharge Elimination System(NPDES). 2. 40 CFR 122.21 Application for a NPDES Permit. 3. 40 CFR 122.26 Storm Water Discharges. C. Related Work Specified Elsewhere 1. Embankment - Item No. A2004 2. Channel Excavation - Item No. A2009 1.02 QUALITY ASSURANCE /QUALIFICATIONS It is the intent of the information provided in this section to be used as the general guidelines of the storm water pollution prevention plan for this project to establish a minimum basis of compliance for bid purposes. However, it is the responsibility of the Contractor and all Subcontractors to meet all of the requirements of the law, regardless of the information provided herein. The plan to which the Contractor certifies compliance shall be the Contractor's plan and no responsibility for the information contained in this section or shown on the plans shall be construed as the Owner's or Engineer's responsibility. 1.03 PLAN The Site Grading Plan supplements the information contained within this section. PART 2 - PRODUCTS Not required for this item. PART 3 - EXECUTION A3034 - 1/2 Std. 08/03/2004 The following information is the basis for the Storm Water Pollution Prevention Plan: Storm Water Pollution Prevention Plan for Site Grading of the Dravo Spoil Area A3034 - 2/2 8/4/14 ITEM NO. B 1001 - CONCRETE PART 1 - GENERAL 1.01 DESCRIPTION Scope: This Item governs for materials used; for storing and handling of materials; and for proportioning and mixing of concrete for reinforced concrete pavement, and all reinforced concrete precast and cast-in-place structures. 1. Contractor assumes responsibility for cost and design of proper concrete mixture. A. Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. 1.02 QUALITY ASSURANCE A. Furnish laboratory reports showing proportions and materials selected will produce laboratory-mixed concrete of specified quality and having strengths 20 percent higher than 28-day strength specified, at maximum slump and maximum air content specified. B. Owner to select testing laboratory, conforming ASTM E329, to make tests throughout concrete operations. When requested by Owner, Engineer or his representative will monitor tests and review results. 1.03 SUBMITTALS A. Samples 1. Furnish material samples to approved testing laboratory for review and testing. 2. Provide sufficient quantities for testing and determining mixes to produce concrete class specified. B. Mix Designs 1. Submit mix designs for each different concrete strength and for each different aggregate. 2. Secure confirmation of laboratory tests on proposed mix designs prior to submittal. 3. Use only approved mix designs. 4. Make required tests of mix as called for elsewhere in this specification under "Tests." C. Reports: Provide certified mill reports on cement and sieve analysis on aggregate. D. Tests 1. Make moisture tests of aggregate to ensure proper batching and proportioning. 2. Provide and maintain curing facilities conforming to ASTM C31. B1001 - 1/8 8/4/14 3. For Structural Concrete: a. Perform sufficient number of tests to maintain check on quality. b. Conduct tests as per test procedures (ASTM C31 and C39 for Compression Test). c. When Portland cement concrete other than high-early-strength concrete is used, test minimum of two (2) standard 6-inch by 12-inch cylinders at 7 days and minimum of two (2) 6-inch by 12-inch cylinders at 28 days, for each 50 yards of concrete placed or each structure, whichever is less. d. When high-early-strength concrete is used, test minimum of two (2) standard 6-inch by 12-inch cylinders at 3 days and minimum of two (2) 6- inch by 12-inch cylinders at 7 days for each 50 cubic yards of concrete placed or for each structure, whichever is less. Minimum strengths normally required at 7 and 28 days will be required at 3 and 7 days, respectively. 4. For paving concrete, test pavement work as required by PLANS and/or as follows: a. Make one beam for each 1,000 square yards of pavement, or part thereof, for each day's pour and/or one beam on each street. b. Size of beams as required by ASTM C31. c. Core sampling in accordance with requirements of Special Provision. d. If requirements not established by Special Provision, make one core for each 1,000 linear feet or pavement, or one core for each 2,500 square yards of pavement, or at least one core for each street, whichever is lease in area. e. Fill core hole with non-shrinking grout at no additional cost to Owner. f. Test core for compressive strength and for thickness. 5. For air entrainment, make two tests, in accordance with ASTM C138 or C173, for each day's placing. 6. Make slump tests periodically in accordance with ASTM C143. E. Specimen handling 1. Mark test specimens clearly in a definite sequence. 2. Transport and store specimens to prevent damage. 3. Provide insulated shed for storage of cylinders and beams. 4. Provide records identifying each cylinder with locations from which specimens were taken. 5. Cure specimens under laboratory conditions, except that for a possibility of surrounding air temperature falling below 40o F, additional specimens to be cured under job conditions may be required. F. Failure to Meet Specifications 1. Concrete failing to meet specifications will be rejected. 2. Should a 3-day (high-early cement) or 7-day (normal cement) test fail to meet established strength requirements, extended curing or resumed curing may be required. 3. Contractor to strength structures or replace portions thereof which fail to meet established strength requirements, at Contractor's expense. B 1001 - 2/8 8/4/14 4. Test cores, when required, to be in accordance with procedures of ASTM C42 at no additional cost to Owner. 1.04 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Cement 1. Store in weathertight enclosure and protect against dampness, contamination, and warehouse set. 2. Use only one supply source for each aggregate stockpile. B. Aggregates 1. Stockpile to prevent excessive segregation, or contamination with other materials or other sizes of aggregates. 2. Use only one supply source for each aggregate stockpile. C. Admixtures 1. Store to prevent contamination, evaporation, or damage. 2. Protect liquid admixtures from freezing or harmful temperature ranges. 3. Agitate emulsions prior to use. PART 2 — PRODUCTS 2.01 MATERIALS A. Concrete: Ready-mix concrete conforming to ATSM C94 or site-mixed concrete (dry weight 145-150 pounds per cubic foot). 1. Cements a. ASTM C 150, Type I. b. ASTM Specifications for weight variations and length of storage. c. Use no caked cement. d. Deliver in bags for site-mixed concrete. e. Use only one brand of cement in any one structure. f. Cement for Class "P"concrete may be delivered in bulk if method of handling is approved. 2. Admixtures a. Air-entraining admixtures in accordance with ASTM C260. b. Water-reducing and retarding admixtures in accordance with ASTM C494, Type A, or Type D admixture, modified as follows 1) Bleeding water no greater than bleeding water of ASTM C494 reference concrete when tested as per ASTM C232. 2) Increase durability, decrease permeability, and increase resistance to surface scaling, when compared to ASTM C494 reference concrete. 3) No chlorides or alkalis added during manufacture of admixture. c. High range water-reducing admixture (superplasticizer) in accordance with ASTM C494, Type F or Type G modified as follows: B1001 - 3/8 8/4/14 1) Superplasticized concrete to be nonsegregating, have little bleeding, and have physical properties similar to low water-cement ratio concrete. 2) Admixture composed of a synthesized suffocated polymer to be added to the concrete mixer with gauge water at the central batch plant. 3) Use only one liquid admixture to achieve the superplasticized concrete, except where air entrainment is desired, in which case, air entraining admixture to be compatible with superplasticizer admixture. 4) Treated concrete must be capable or maintaining superplastic state in excess of two hours. 5) Dosage as recommended by the manufacturer. d. Additional Requirements 1) Manufacturer to provide proof of successful field use of water- reducing and retarding admixture from recognized laboratories and other authorities. 2) Manufacturer to provide local representative and warehouse facilities, when requested by Owner. 3) Provide qualified concrete technician to assist in concrete mix design, if required. 4) If required, Contractor to acquire approved commercial laboratory testing at no cost to Owner to furnish certification of compliance with this specification. 5) Water reducing a retarding admixtures used in Class A and Class K concrete only, unless other wise specified. 6) Use manufacturer's published recommended dosage for optimum results as minimum requirements. Engineer may vary dosage after analysis of results of local commercial laboratory tests using materials from sources assigned by Contractors. 7) Dispensing and mixing equipment and procedures at batch plant are subject to approval. 3. Coarse Aggregate a. Durable particles of gravel, crushed gravel, crushed blast furnace slag, crushed stone, or combination thereof, conforming to ASTM C33. b. Use clean, durable particles, free from frozen materials, clay, salt, alkali, vegetable matter, or other coating, which would adversely affect strength of concrete or bonding of aggregate to cement paste. 1) Non-Prestressed Concrete aggregate size from No. 4 to 1 1/2-inch. 2) Prestressed Concrete aggregate size from No. 4 to 1-inch. c. The maximum size coarse aggregate to be as indicated above or no greater than three-fourths of the minimum clear spacing between parallel reinforcing bars or prestressing tendons, whichever is smaller. 4. Fine Aggregate a. Natural sand as per ASTM C33. b. Fineness modulus between 2.4 and 2.9. B1001 - 4/8 8/4/14 5. Water a. Free from oils, acids, alkalis, organic mater or other deleterious substances, and not containing more than 1,000 parts per million of sulphates. b. Testing not required from municipal supplies approved by Texas Commission on Environmental Quality (TCEQ), but from other sources water will be sampled and tested, at no additional cost to Owner, before use. 6. Slump a. Test method as per ASTM C 143. b. As indicated in Classification Table. 7. Mix Proportioning a. As per Classification Table, based on maximum water-cement ratio and minimum strength requirements, with limits set on minimum cement content. b. Increase cement content above minimum or use approved admixtures, without additional cost to Owner, if type, gradation, or sizes of aggregate being supplied gives concrete mixture not meeting strength and workability requirements. 8. Coring Materials: Per Item "Concrete Structures." B. Nonshrink Grout: Grout to have moderate fluidity and to conform to Corps of Engineers Specification CRD-C 621-82B. C. Pumpable Flowable Backfill: 1. Mix#94564FFP: (Per Knife River—An MDU Resources Company) a. Sand 2450#/CY ASTM C-33 b. Cement 94#/CY ASTM C-150 c. Fly Ash 564#/CY ASTM C-618 d. Eucon Air-40 5 oz/CY ASTM C-680 e. Water 49 gal/CY Municipal B1001 - 5/8 8/4/14 CLASSIFICATION TABLE ,, Max.Water Content(' ' s Min.Comp. Pounds of Gallons of Min.Cement Per Slump Range Total Air Content :,, Strength(psi) Water/Lb. Water/Bag C.Y(2' (in.)* (%) Class-Type _ 7-Day 128-Day Cement Cement Lbs. Bags A-Structural 2000 3000 0.55 6.25 494 5.25 2' to 41/2 21/2 to 4' ASP-Structural(3) 2000 3000 0.50 5.65 423 4.50 7 to 10(4) 3 to 5 B-Slope 1200 2000 0.75 8.50 400 4.25 21/2 to 4 21/2 Protection C-Pipe Blocking --- 1500 0.97 11.00 282 3.00 3 to 5 3 to 6 D-Seal Slab --- --- --- --- 376 4.00 6 to 8 As needed E-Monolithic 2000 3000 0.55 6.25 564 6.00 4 to 6 3 to 5 Sewer F-Prestressed(5) --- 5000 0.51 5.75 635 6.75 2 to 3 As needed G-Prestressed(5' --- 6000 0.49 5.50 658 7.00 2 to 3 As needed K-Structural(6) 2800 4000 0.50 5.65 564 6.00 31/2 to 5 2/2 to 41/2 Ksp-Structural(3) 2800 4000 0.45 5.00 470 5.00 7 to 10(4) 3 to 5 P-Paving 6-Inch 1800 2800 0.66 7.50 423 4.50 3 to 5 21/2 to 41/2 (8) 450(7) P-Paving 7-Inch 2000 3000 0.66 7.50 470 5.00 3 to 5 21/2 to 4' (8) 500(7) P-Paving 8-Inch 2000 3000 0.66 7.50 470 5.00 3 to 5 21/2 to 41 (8) 550(7) *All slump Ranges+'h-Inch Tolerance (I) Include in maximum water,free water in aggregate minus absorption of aggregate based on a 30-minute absorption period. (2) For concrete placed under water,minimum cement per cubic yard shall be 611 pounds (6.5 bags). (3) ASP and Ksp to contain approved High Range Water Reducing(HRWR)Admixture. (4) Maximum 2-Inch slump before addition of HRWR Admixture. (5) For prestressed concrete,water-reducing admixture may be used as needed. (6) Use approved water-reducing and retarding admixture. (7) Minimum flexural strength at 7 days. (8) Slump range 1-Inch to 3-Inch when slip form method of construction used. B1001 - 6/8 8/4/14 PART 3 —EXECUTION 3.01 MIXING CONCRETE A. General 1. Ready mixed and in accordance with requirements of current ACI Building Codes. 2. Postpone or delay work during adverse weather conditions. 3. Protect dry batch material so that it reaches mixer in a dry condition. 4. Use batch mixer having approved and positive water control, and measuring device for all materials. 5. Continue mixing to ensure uniform distribution of materials, but not less than 11/2 minutes after all materials have been introduced into mixer drum. 6. Rotate drum at peripheral speed recommended by mixer manufacturer. 7. Mix and deliver as per ASTM C94. a. Add mixing water at plant. b. Mix concrete in quantities required for immediate use, and discharge at job site within one hour after introduction of cement to aggregate. If Contractor can prove that concrete consistency measured by slump will not be reduced by more than 2-inches when superplasticized concrete is used, time interval between mixing and placing may be extended to a maximum of 90 minutes or to a period in which slump loss will not exceed 2-inches. c. Begin mixing operation within 30 minutes after cement and aggregates intermingled. d. Ready-mixed concrete producer to furnish delivery tickets indicating: 1) Delivery date and time dispatched. 2) Name and location of project. 3) Name of contractor. 4) Name of ready mixed concrete producer. 5) Truck number. 6) Number of cubic yards of concrete in load. 7) Class of concrete. 8) Cement content in bags per cubic yard of concrete. 9) Amount of admixture in concrete, if any. 10) Number of gallons of water in mixture. 11) Air content. 8. Job mix concrete in approved type mixer, and do not load beyond manufacturer's rated capacity. a. Normal Weight Concrete 1) Mix batches of one cubic yard or less for minimum of 11 minutes after materials are placed in mixer. 2) Increasing mixing time 15 seconds for each half yard increased over on cubic yard batch. b. Maintain positive batch control equipment to within one percent (1%) accuracy. B 1001 - 7/8 8/4/14 c. Clean, maintain, and operate equipment so as to thoroughly mix material as required. d. Hand mixing permitted for small placements only, or in emergencies, as authorized. e. Hand-mixed batches not to exceed a two-bag in volume. 9. Do not mix when air temperature is at or below 40 deg. F(taken in the shade away from artificial heat) and falling, or if likely to fall below 40 deg. F in next 24 hours. 10. To produce concrete with minimum temperature of 50 deg. F, heat aggregate and/or water uniformly as follows: 1) Water temperature not to exceed 180 deg. F, and/or aggregate temperature not to exceed 150 deg. F. 2) Heat mass of aggregate uniformly. 3) Temperature of aggregates and water to be between 50 deg. F and 85 deg. F before introduction of cement. 3.02 INSTALLATION In accordance with other applicable TECHNICAL SPECIFICATIONS. 3.03 MEASUREMENT AND PAYMENT A. No separate measurement and payment for work performed under this Item, except as indicated below. Include cost of same in contract price bid for work of which this is a component part. B. Measure "Extra Concrete," when approved by Engineer,by cubic yard of concrete of class ordered, complete in place. Pay for"Extra Concrete unit price bid per cubic yard for classes of"Extra Concrete" used B 1001 - 8/8 Std. 04/21/2006 ITEM NO. B 1002—METAL FOR STRUCTURES PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Furnish and fabricate carious metals for types of structures indicated on PLANS B. Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. 1.02 PRODUCT DELIVERY , STORAGE AND HANDLING A. Deliver materials to jobsite free from dirt, scale and rust, oil or other foreign material. B. Store above surface of ground on platforms, skids, or other supports to prevent sagging, and protect from mechanical injury and surface deterioration caused by exposure to conditions producing rust and corrosion. C. Handle so that material will not sustain bending or warping before and during placement. PART 2 - PRODUCTS 2.01 MATERIALS A. Structural Steel: Per ASTM A36, unless otherwise noted. B. Carbon Steel Castings: Per ASTM A27. C. Galvanized Sheet Metal: Per ASTM A525, for zinc-coated (galvanized) iron or steel sheets. D. Threaded Fasteners 1. Standard Bolts: Per ASTM A307 2. High-Strength Bolts: Per ASTM A325 E. Corrosion-Resisting (Stainless) Steel 1. Plate, Sheet, Strip, Fasteners Where No Welding Required: Per ASTM A167, Type 316 or 304. 2. Plate, Sheet Strip, Fasteners Where Welding Required: Per ASTM A167, Type 316L or 304L. F. Copper B1002 - 1/2 Std. 04/21/2006 1. Sheet, Strip, Plate: Per ASTM B 152, No. 110. 2. Rod, Bar, Shapes: Per ASTM B 133,No. 110. G Lead: Pig leas per ASTM B29. H. Aluminum 1. Structural Shapes, Extrusions, Bars, Grating, Stair Treads: Per ASTM B221 and ASTM B308, Alloy 6061-T6. 2. Gravel Stops: Per ASTM B221, Alloy 6063-T42. 3. Other Items: Per recognized standards. PART 3 - EXECUTION 3.01 GENERAL REQUIREMENTS A. Galvanizing: Per ASTM A123, ASTM A153, and ASTM A386 as applicable. B. Re-galvanizing: Repair chipped or otherwise damaged galvanized areas by application of zinc dust-zinc oxide paint conforming to requirements of Federal Specification TT- P-641b or by application of repair compounds conforming to requirement of Federal Specification O-G-93 (stick only) in accordance with manufacturer' recommendations. 3.02 MEASUREMENT AND PAYMENT A. No separate pay for work performed under this Include cost of same in Contract price bid for work of which this is a component part. B1002 - 2/2 Std. 08/03/2004 ITEM NO. B2001 - CONCRETE STRUCTURES PART 1 -GENERAL 1.01 DESCRIPTION A. Scope: Construction procedures for all types of concrete cast-in-place structures including methods for forming,placing, and curing. B. Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. 1.02 SUBMITTALS A. Submit samples mix designs,tests, and reports,per Item No. B1001 - "Concrete." B. Prior to start of work, submit following information when requested by Special Provision. 1. Methods of construction. 2. Plans for forms and falsework. 3. Amount and type of equipment. 4. Concrete placing schedule with facilities for handling concrete shrinkage. 5. Tabulation of concrete surfaces indicating types of finish on each surface. PART 2 -PRODUCTS 2.01 MATERIALS A. Concrete: Item No. B 1001 - Concrete. The class of concrete for each type of structure or unit shall be as shown on the plans, or by pertinent governing specifications. B. Reinforcing Steel. All reinforcing steel shall conform to the provisions of Item No. B3001 - "Reinforcing Steel." C. Expansion Joint Material: Per ASTM D1752 and Texas Department of Transportation Standard Specifications for construction of highways, streets and bridges (TXDOT) Item 433, "Joint Sealants and Fillers." 1. Performed Fiber Material. Preformed fiber expansion joint material shall conform to the dimensions shown on the plans. Unless otherwise specified, "Performed Bituminous Fiber Material" shall be used. 2. Joint Sealing Material. Unless shown otherwise,the sealer shall be a"Low Modulus Silicone Sealant." B2001 - 1/28 Std. 08/03/2004 3. Asphalt Board. Asphalt board shall conform to the dimensions shown on the plans. 4. Rebonded Neoprene Filler. Rebonded neoprene filler shall conform to the dimensions shown on the plans. D. Waterstop. 1. Rubber waterstop or polyvinyl chloride (PVC) waterstop shall be in conformance with TXDOT Item 435, "Elastomeric Materials." 2. Other types shall be as shown on the plans. E. Curing Materials: Unless otherwise indicated, use one of the following. 1. Membrane curing shall conform to TXDOT Item 526, "Membrane Curing." 2. Cotton mats shall consist of a filling material of cotton "bat" or "bats" (min. 12 oz. per sq. yd.); covered with unsized cloth (min. six (6) oz. per sq. yd); tuft or stitched to maintain stability; shall be free from tears; and shall be in good general condition. 3. Polyethylene sheeting shall be four(4)mil. minimum thickness and free from visible defects. It shall be clear or opaque white except when the temperature during the curing period does not exceed 60 F or when applicable to control temperature during mass pours. 4. Burlap-polyethylene mats shall be made from burlap impregnated on one side with a film of opaque white pigmented polyethylene and free from visible defects. 5. Laminated mats shall have not less than one (1) layer of an impervious material such as polyethylene, vinyl plastic or other acceptable material (either as a solid sheet or impregnated into another fabric) and shall be free of visible defects. F. Admixtures. Concrete admixtures shall comply with the requirements of TXDOT Item 437, "Concrete Admixtures". G. Epoxy. Unless otherwise specified, epoxy materials shall conform to TXDOT Item 575, "Epoxy". H. Latex Emulsions. Latex emulsion used for latex based grout/mortar, latex adhesive grout/mortar or other purposes shall conform to TXDOT Departmental Materials Specification D9-8110. I. Forms and Falsework 1. Timber a. Seasoned good quality timber, free from loose or unsound knots, knot holes, twists, shakes, decay, and other imperfections which would affect its strength or impair finished surface of concrete. b. Wedges,when required,to be hardwood or metal. 2. Metal a. Thickness of metal forms as required to maintain true shape without warping or bulging. B2001 - 2/28 Std. 08/03/2004 b. Keep metal forms free from rust, grease, or other foreign materials, and use only those which present a smooth surface and line up properly. c. Aluminum not permitted. J. Grout 1. Nonshrinking Grout: Premixed grout which is nonmetallic, noncorrosive, and nonstaining; containing specially selected silicon sands, cement, shrinkage compensating agents,plasticizing and water reducing agents. a. Conform to requirements of Corps of Engineers CRD-0588 Test Method CRD- 0589. b. Minimum 28-day compressive strength of 8,000 psi. c. Maintain grout temperature during placement between 50 deg. F and 90 deg. F. d. Prepare and place grout according to grout manufacturer's specifications. 2. Nonshrink Epoxy Grout: Five Star epoxy grout as manufactured by U.S. Grout Corporation or equal. K. Permanent Moisture Barrier: Polyethylene film minimum thickness of.006 inch(six mils) with high impact strength rating. L. Paint Type Coating: Synthetic elastomer-polyester base coating containing fiberglass, mica, and perlite, and may be either of the following: 1. "Tex-Cote" concrete gray fine textured "Bridge Coat" (Textured Coatings of America, Inc.) 2. "Scotch Shield" coatings (Preston Company). M. Waterproofing: Self-adhering polyethylene with a rubberized asphalt mastic material. 1. Minimum 4 mil thickness polyethylene coated on one side with a layer of adhesive rubberized asphalt with protective membrane. 2. Designed for tensile strength of 250 psi when tested in accordance with ASTM D412-80. 3. Thickness to be 60 mils excluding the protective release membrane. 4. Furnish in rolls 36 inches minimum width and 50 feet minimum length. N. Coal Tar Epoxy Coating 1. Modified Coal Tar Epoxy Compound consisting of 100 percent sprayable solids not requiring solvent material for application or curing. Finished product to be flexible and free of chalking, checking, and hairline shrinkage cracks. Manufacturers: Madewell 1103 Coal Tar Epoxy Coating or equal. 2. Coal Tar Epoxy Primer: Madewell 927 or equal. B2001 - 3/28 Std. 08/03/2004 PART 3 -EXECUTION 3.01 GENERAL REQUIREMENTS Concurrence on the part of the Engineer of any proposed construction methods, approval of equipment, or of form and falsework plans does not relieve the Contractor of the responsibility for the safety or correctness of the methods, the adequacy of his equipment or from carrying out the work in full accordance with the contract. A. Time Sequence of Construction Operations. 1. Do not place superstructure members, forms, falsework, or erection equipment on substructure before concrete therein has attained a flexural strength of 425 psi. 2. Erect forms on footings support by piling or drilled shafts after concrete has attained a minimum flexural strength of 340 psi. Such work may begin on spread footings after concrete has aged at least 2 curing days. Concrete may be placed as soon as the forms and reinforcing steel are approved. 3. Support of tie beam and/or cap forms by falsework placed on previously placed tie beams is permissible, provided such beams have attained 425 psi. flexural strength, properly supported to eliminate stresses not provided for in design. 4. For bridges and direct traffic culverts, construction traffic and traveling public permitted in accordance with the following. a. Authorization for light construction traffic not to exceed a three-quarter ton truck may be given after last slab of concrete has been in place at least 14 days. b. After the last slab concrete has been in place at least 21 days, authorization may be given for other construction traffic, or for the traveling public when necessary. Vehicle exceeding the legal load limit will be allowed in accordance with TXDOT Item 6, "Control of Materials". 5. Forms, or screed supports for bridges, may be attached to I-beams or girders by welding, subject to the following requirements: a. Welds will not be permitted on tension flanges and in those areas shown on the plans or as directed by the Engineer. b. Welds shall be made in accordance with TXDOT Item 448, "Structural Field Welding". 3.02 CONSTRUCTION A. Forming 1. General Requirements: Shall be designed and constructed to safely carry the maximum anticipated loads, including wind loads, and to provide the necessary rigidity. Details of falsework construction shall be subject to review and approval by the Engineer. 2. Design Loads: For evaluating the adequacy of job fabricated falsework, a weight of 150 pounds per cubic foot shall be assumed for concrete, and a live load allowance of 50 pounds per square foot of horizontal surface of the form work shall be included. The maximum stresses shall not exceed 125 percent of the allowable B2001 - 4/28 Std. 08/03/2004 stresses used for the design of structures. Commercially produced structural units used in falsework shall not exceed the manufacturer's maximum allowable working load for moment, and shear or end reaction. The maximum allowable working load shall include an allowance of 35 pounds per square foot of horizontal form surface and sufficient details and data shall be submitted to the Engineer for approval. 3. Falsework a. When wedges are used to adjust falsework to desired elevations, the wedges shall be used in pairs to insure even bearing. The use of wedges to compensate for incorrectly cut bearing surfaces will not be permitted. b. Sills or grillages shall be large enough to support the superimposed load without settlement, and unless founded on solid rock, shale or other hard materials, precautions shall be taken to prevent yielding of the supporting material. c. Falsework, which cannot be founded on a satisfactory spread footing, shall be placed on piling or drilled shafts having a bearing capacity sufficient to support the superimposed load without settlement. Falsework piling shall be driven to the required resistance determined by the applicable formula given in TXDOT Item 404, "Driving Piling". Drilled shafts for falsework shall be designed to carry the superimposed load using both skin friction and point bearing. d. Welding, when used, shall conform to the requirements of TXDOT Item 448, "Structural Field Welding". Each falsework bent shall be securely braced to provide the stiffness required with the bracing securely fastened to each pile or column it crosses. The falsework shall be removed when no longer required. Falsework piling shall be pulled or cut off not less than six (6) inches below finished ground level. Falsework, piling or drilled shafts in a stream, lake, or bay shall be completely removed to a point specified by the Engineer to prevent any obstruction to the waterway. 4. Forms. All forms shall be constructed in accordance with the following: a. General. Except where otherwise specified, forms may be of either timber or metal. 1) Forms for round columns exposed to view shall be of steel, except that other materials will be allowed with written permission of the Engineer. 2) Studs, joists, wales or other devices used for form supports shall be of sufficient section and rigidity to withstand undue bulging or settling of the forms. Any device or method used for form support shall be subject to the approval of the Engineer. 3) Forms shall be designed for the pressure exerted by a liquid weighing 150 pounds per cubic foot. The rate of placing the concrete shall be taken into consideration in determining the depth of the equivalent liquid. Job fabricated forms shall be designed for an additional live load of 50 pounds per square foot of horizontal surface. The maximum unit stresses shall not exceed 125 percent of the allowable stresses used for the design of structures. 4) Commercially produced structural units used in form work shall not exceed the manufacturer's maximum allowable working load for moment, shear or end reaction. The maximum working load shall include a live load of 35 B2001 - 5/28 Std. 08/03/2004 pounds per square foot of horizontal form surface and sufficient details and data shall be submitted to the Engineer for review. 5) Forms shall be practically mortar-tight,rigidly braced and strong enough to prevent bulging between supports and shall be maintained to the proper line and grade during concrete placement. Forms shall be maintained in a manner to prevent warping and shrinkage. 6) Offsets at form joints shall not exceed 1/16 inch. Form supports for slabs shall not be welded to the top flange of I-beams or girders except in accordance with the provisions of Article 3.02.A. 7) Deflections due to cast-in-place slab concrete and railing shown in the dead load deflection diagram shall be taken into account in the setting of slab forms. 8) All forms and footing areas shall be cleaned of any extraneous matter before placing concrete. 9) Permission to place concrete will not be given until all preparatory work is complete to the satisfaction of the Engineer. 10) If, at any stage of placement, the forms show signs of bulging or sagging, the portion of the concrete causing such condition shall be removed immediately, if necessary, and the forms shall be reset and securely braced against further movement. 11) Wet surface of forms to be in contact with concrete immediately before placing concrete. 12) Before concrete placement, align edges and faces of form panels and tape or fill joints with patching plaster or cold-water putty to prevent leakage; sand lightly with No. 0 sandpaper to make joints smooth. 13) Forms of any kind are not permitted under permanent structures. B. Timber Forms. 1. Lumber for forms shall be properly seasoned, of good quality, and free from imperfections, which would affect its strength or impair the fmished surface of the concrete. 2. Forms or form lumber to be reused shall be maintained clean and in good condition. Any lumber which is split, warped, bulged, marred or has defects that will produce inferior work shall not be used and shall be promptly removed from work. 3. Form lining will be required for all forms surfaces, except for the inside of culvert barrels, inlets, manholes and box girders; the bottom of bridge decks between beams or girders; surfaces that are subsequently covered by backfill material or are completely enclosed; and, any surface formed by a single finished board. Lining will not be required when plywood forms are used. Form lining shall be of an approved type such as Masonite or plywood. Thin membrane sheeting such as polyethylene sheets shall not be used for form lining. Commercial form liners used to imprint a pattern or texture on the surface of the concrete shall be as shown on the plans and/or as approved by the Engineer. 4. Forms may be constructed of plywood not less than 1/2 inch in thickness. The grain of the face plies on plywood forms shall be placed parallel to the span between the supporting studs or joists. Plywood used for forming surfaces which remain exposed B2001 - 6/28 Std. 08/03/2004 shall be equal to that specified as B-B Plyform Class I or Class II Exterior of the U.S. Department of Commerce, National Institute of Standards and Technology, U.S. Product Standard, latest edition. 5. Studs and joists shall be spaced so that the facing form material remains in true alignment under the imposed loads. 6. Wales shall be spaced close enough to hold forms securely to the designated lines and scabbed at least four(4) feet on each side of joints to provide continuity. A row of wales shall be placed near the bottom of each placement. 7. Facing material shall be placed with parallel and square joints and securely fastened to supporting studs. 8. Forms for surfaces receiving only an ordinary finish and exposed to view shall be placed with the form panels symmetrical, i.e., long dimensions set in the same direction. Horizontal joints shall be continuous. 9. Molding for chamfer strips or other uses shall be made of materials of a grade that will not split when nailed and which can be maintained to a true line without warping. Wood molding shall be mill cut and dressed on all faces. Unless otherwise provided herein or shown on the plans, forms shall be filleted at all sharp corners and edges with triangular chamfer strips measuring 3/4 inch on the side. 10. Except at structures where railing is to be attached, culvert headwall heights shall be adjusted as necessary to provide a maximum projection of three (3) inches above the roadway slope unless otherwise directed by the Engineer. As the entrance of all box culverts, a three (3) inch chamfer shall be provided along the bottom edge of the top slab. Reinforcing steel shall be adjusted as necessary to provide a minimum 1-1/4 inch clear cover. No changes will be made in quantities and no additional compensation will be allowed for this work. 11. All forms shall be constructed to permit their removal without marring or damaging the concrete. The forms may be given a slight draft to permit ease of removal. 12. Metal form ties of an approved type or a satisfactory substitute shall be used to hold forms in place and shall be of a type that permits ease of removal of the metal as hereinafter specified. 13. All metal appliances used inside of forms for alignment purposes shall be removed to a depth of at least 1/2-inch from the concrete surface. The appliances shall be made so the metal may be removed without undue chipping or spalling of the concrete, and when removed, shall leave a smooth opening in the concrete surface. Burning off of rods,bolts or ties will not be permitted. 14. Any wire ties used shall be cut back at least 1/2-inch from the face of the concrete. 15. Devices holding metal ties in place shall be capable of developing the strength of the tie and adjustable to allow for proper alignment. B2001 - 7/28 Std. 08/03/2004 16. Metal and wooden spreaders which are separate from the forms shall be removed entirely as the concrete is being placed. 17. Adequate clean-out openings shall be provided for narrow walls and other locations where access to the bottom of the forms is not readily attainable. 18. The facing of all forms shall be treated with bond breaking coating of such composition that would not discolor or otherwise injuriously affect the concrete surface. Care shall be exercised to prevent coating of the reinforcing steel. C. Metal Forms. The foregoing requirements for timber forms regarding design, mortar- tightness, filleted corners, beveled projections, bracing, alignments, removal, reuse and wetting shall also apply to metal forms, except that these will not require lining, unless specifically noted on the plans. The thickness of form metal shall be as required to maintain the true shape without warping or bulging. All bolt and rivet heads on the facing sides shall be countersunk. Clamps, pins or other connecting devices shall be designed to hold the forms rigidly together and to allow removal without injury to the concrete. Metal forms which do not present a smooth surface or which line up improperly shall not be used. Metal shall be kept free from rust,grease or other foreign materials. D. Form Supports for Overhang Slabs. Form supports which transmit a horizontal force to a steel girder or beam, or to a prestressed concrete beam will be permitted, providing a satisfactory structural analysis has been made of the effect on the girder or beam and approval is granted by the Engineer. 1. When overhang brackets are used on prestressed concrete beam spans with slab overhangs not exceeding three (3) feet six (6) inches, bracing requirements shall conform to the details shown on the plans. 2. For spans in which the overhang exceeds three (3) feet six (6) inches, additional support will be required for the outside beams regardless of the type beam used. Details of the proposed support system shall be submitted by the Contractor for approval. 3. Holes in steel members for support of overhand brackets may be punched or drilled full size or may be torch cut to 1/4-inch under size and reamed full size. In no case shall the holes be burned full size. The hole shall be left open unless otherwise shown on the plans. The holes shall never be filled by welding. E. Drains. Weep holes and roadway drains shall be installed and constructed as shown on the plans. F. Joints 1. Expansion Joints. a. Joints and devices to provide for expansion and contraction shall be constructed in accordance with plan details and the requirements of this Item. b. The bearing area under the expansion ends of concrete slabs and slab and girder spans shall be given a steel trowel finish, and finished to the exact grades required. B2001 - 8/28 Std. 08/03/2004 c. Bridging of concrete or mortar around expansion joint material in bearings and expansion joints shall be prevented. d. All open joints and joints to be filled with expansion joint material shall be constructed using forms adaptable to loosening or early removal. To avoid expansion or contraction damage to the adjacent concrete, these forms shall be loosened as soon as possible after final concrete set to permit free movement of the span without requiring full form removal. e. When a "Type A" joint is shown on the plans, preformed fiber joint material shall be used in the vertical joints of the roadway slab, curb, median or sidewalk and the top one (1) inch thereof shall be filled with the joint sealing material shown herein or shown on the plans. f. The sealer shall be installed in accordance with TXDOT Item 438, "Cleaning and/or Sealing Joints and Cracks (Portland Cement Concrete)", and the manufacturer's recommendations. g. Where preformed fiber joint material is used, it shall be anchored to the concrete on one(1)side of the joint by light wire or nails. h. Finished joints shall conform to the plan details with the concrete sections completely separated by the specified opening or joint material. i. Soon after form removal and again where necessary after surface finishing, all concrete shall be removed from within the joint opening to insure full effectiveness of the expansion joint. 2. Construction Joints. a. The joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set shall be deemed a construction joint. The term monolithic placement shall be interpreted to mean that the manner and sequence of concrete placing shall not create a construction joint. b. Construction joints shall be of the type and at the locations shown on the plans. Construction joints other than those shown on the plans will not be permitted in bridge slabs. Additional joints in other members will not be permitted without written authorization from the Engineer. When additional joints are authorized, they shall have details equivalent to those shown on the plans for joints in similar locations. c. Unless otherwise provided, construction joints shall be square and normal to the forms. Bulkheads shall be provided in the forms for all vertical joints. d. Construction joints requiring the use of joint sealing material shall be as shown on the plans. e. A concrete placement terminating at a horizontal construction joint shall have the top surface roughened thoroughly as soon as practicable after initial set is attained. f. The hardened concrete surface shall be thoroughly cleaned of all loose material, laitance, dirt or foreign matter and saturated with water. All freewater shall be removed and the surface shall be in a moist condition when concrete and/or bonding grout is placed against it. g. Forms shall be drawn tight against the existing concrete to avoid mortar loss and offsets at joints. B2001 - 9/28 Std. 08/03/2004 h. When shown on the plans or in other specifications, the joint surface shall be coated with bonding mortar, grout, or other specified material. i. When shown on the plans, Type V epoxy material shall be used for bonding fresh concrete to hardened concrete. The bonding epoxy shall be placed on a clean, dry surface and shall be tacky when the fresh concrete is placed. G. Seal for Foundations. Concrete for foundation seals, unless otherwise specified, shall be in accordance with TXDOT Item 400, "Excavation and Backfill for Structures". H. Placing Reinforcement. 1. Reinforcement shall be placed as provided in Item No. B3001 - "Reinforcing Steel". Reinforcing steel supports shall not be welded to I-beams or girders or to reinforcing steel except where shown on the plans to be permissible. 2. Post tensioning ducts shall be placed in accordance with the approved prestressing details, and in accordance with TXDOT Item 426, "Prestressing". The Contractor shall maintain all ducts free of obstructions until all post tensioning operations are complete. Placing Concrete- General. 1. The Contractor shall give the Engineer sufficient advance notice before placing concrete in any unit of the structure to permit the inspection of forms, reinforcing steel placement and other preparations. 2. The sequence of placing concrete shall be as shown on the plans or as required herein. 3. Concrete placement will not be permitted when impending weather conditions would impair the quality of the finished work. If conditions of wind, humidity, and temperature are such that concrete cannot be placed without cracking, concrete placement shall be done in the early morning or at night. When concrete mixing, placing, and finishing is done in other than daylight hours, provisions shall be made to adequately light the entire placement site. The Engineer will approve the adequacy of such lighting before operations are begun. 4. Where work has been started and changes in weather conditions require protective measures,the Contractor shall furnish adequate shelter to protect the concrete against damage from rainfall, or from freezing temperatures as outlined in Article 3.02.J. If necessary to continue operations during rainfall, the Contractor shall also provide protective coverings for the material stockpiles. Aggregate stockpiles need to be covered only to the extent necessary to control the moisture conditions in the aggregates. 5. After concrete has achieved initial set, at least one (1) curing day shall elapse before placing strain on projecting reinforcement in order to prevent damage to the concrete. 6. Placing Temperature. a. The temperature of all concrete at the time of placement shall be not less than 50 F. b. The temperature of cast-in-place concrete in bridge slabs and top slabs of direct traffic structures shall not exceed 85 F when placed. Concrete diaframs, parapets, concrete portions of railing, curbs, and sidewalks, unless B2001 - 10/28 Std. 08/03/2004 monolithically placed with the slab, will not be subject to the above maximum. Other portions of structures, when shown on the plans, shall require the temperature control specified. c. For mass concrete placements, as defined in Subarticle 3.02.I.15, the concrete temperature at the time of placement shall not exceed 75 F. 7. Transporting Time. The maximum time interval between the addition of cement to the batch and the placing of concrete in the forms shall conform to the requirements in Table 1. TABLE 1 TEMPERATURE-TIME REQUIREMENTS Concrete Temperature Max Time Max Timer' (at point of placement) (No Retarding Agent) nth Retarding Agent) Non-Agitated Concrete: Above 80° F 15 30 80° F and Below 30 45 Agitated Concrete: Above 90° F 45 75 Above 75°through 90° F 60 90 75° F and Below 90 120 (1)Normal dosage of retarder 8. Transporting Equipment. a. The method and equipment used to transport concrete to the forms shall be capable of maintaining the rate of placement shown on the plans or required by the Engineer. Concrete may be transported by buckets, chutes, buggies, belt conveyors,pumps or other methods. b. When belt conveyors or pumps are used, sampling for testing should be done at the discharge end. When in the opinion of the Engineer, it is deemed impractical to sample as the discharge end, sampling may be done at the mixer provided that correlation testing is performed and documented to ensure specification requirements are met at the discharge end. c. Concrete transported by conveyors shall be protected from sun and wind, if necessary, to prevent loss of slump and workability. Pipes through which concrete is pumped shall be shaded and/or wrapped with wet burlap, if necessary, to prevent loss of slump and workability. Concrete shall not be transported through aluminum pipes, tubes, or other aluminum equipment. Pump lines shall conform to the following: 1) For Grade 2 coarse aggregate and smaller, the minimum size pump line shall be five (5)inches ID. B2001 - 11/28 Std. 08/03/2004 2) For Grade 1 coarse aggregate, the minimum size pump line shall be eight (8)inches ID. d. Chutes, troughs, conveyors or pipes shall be arranged and used so that the concrete ingredients will not be separated. When necessary to prevent segregation, such equipment shall terminate in vertical down-spouts. Open troughs and chutes shall extend, if necessary, down inside the forms or through holes left in the forms. e. All transporting equipment shall be kept clean and free from hardened concrete coatings. Water used for cleaning shall be discharged clear of the concrete. 9. Forms. a. Openings in forms shall be provided, if needed, for the removal of laitance or foreign matter. b. All forms, prestressed concrete panels, T-beams, and concrete box beams on which concrete is to be placed shall be wetted thoroughly prior to placing concrete thereon. Any remaining puddles of excess water shall be removed. The top of such members shall be in a moist surface dry condition when concrete is placed on them. 10. Handling, Placing, and Consolidation. The method of handling, placing, and consolidation of concrete shall minimize segregation of the concrete and displacement of the reinforcement. A uniform dense compact mass shall be produced. a. Handling and Placing. Concrete shall not have a free fall of more than five (5) feet, except in the case of thin walls such as in culverts or as specified in other items. Any hardened concrete splatter ahead of the plastic concrete shall be removed. Each part of the forms shall be filled by depositing concrete as near its final position as possible. Depositing large quantities at one point and running or working the concrete along the forms will not be allowed. Concrete shall be deposited in the forms in layers of suitable depth but not more than 36 inches in thickness,unless otherwise directed by the Engineer. Cold joints in a monolithic placement shall be avoided. The sequence of successive layers or adjacent portions of concrete shall be such that they can be vibrated into a homogeneous mass with the previously placed concrete. Not more than one (1) hour shall elapse between adjacent or successive placements of concrete, except as otherwise required by an approved placing procedure when revibration of the concrete is shown on the plans or specifications. This time requirement may be extended by 1/2 hour when the concrete contains not less than a normal dosage or retarding admixture. An approved retarding agent shall be used to control stress cracks and/or cold joints in placements where differential settlement and/or setting time may induce stress cracking. b. Consolidation. All concrete shall be well consolidated and the mortar flushed to the form surfaces with immersion type vibrators. Vibrators which operate by attachment to forms or reinforcement will not be permitted, except on steel forms. At least one (1) stand-by vibrator shall be provided for emergency use in addition to those required for placement. B2001 - 12/28 Std. 08/03/2004 The concrete shall be vibrated immediately after deposit. A systematic spacing of the points of vibration shall be established to insure complete consolidation and thorough working of the concrete around the reinforcement, embedded fixtures, and into the corners and angles of the forms. The vibrator may be inserted in a sloping or horizontal position in shallow slabs. The entire depth of each lift shall be vibrated, allowing the vibrator to penetrate several inches into the preceding lift. Concrete along construction joints shall be thoroughly consolidated by operating the vibrator along and close to but not against the joint surface. The vibration shall continue until thorough consolidation and complete embedment of reinforcement and fixtures is produced, but not long enough to cause segregation. Vibration may be supplemented by hand spading or rodding, if necessary, to insure the flushing of mortar to the surface of all forms. 11. Slabs. a. Unless otherwise shown on the plans or other specifications, slab concrete shall be mixed in a plant located off the structure. Carting or wheeling concrete batches over completed slabs will not be permitted until the slabs have aged at least four (4) full curing days. For the remainder of the curing period, timber planking will be required for carting of the concrete. Carts shall be equipped with pneumatic tires. Curing operations shall not be interrupted for the purpose of wheeling concrete over fmished slabs. b. The storing of reinforcing or structural steel on completed roadway slabs generally shall be avoided and, when permitted, shall be limited to quantities and distribution that will not induce excessive stresses. c. A longitudinal screed may be placed directly on previously placed concrete slabs for the purpose of checking and grading of an adjacent slab after the previously placed slab has aged not less than 24 hours. Actual screeding may be done after the previously placed slabs have aged at least 48 hours. 12. Continuous Placements. For continuous placement of the deck on steel units, the initial set of the concrete shall be retarded sufficiently to insure that the concrete remains plastic in not less than three (3) spans immediately preceding the slab being placed. For simple spans, retardation shall be required only if necessary to complete fmishing operations or as required by Article 3.02. 13. Fogging and Interim Curing. a. From the time of initial strike off of the concrete until finishing is completed and required interim curing is in place, the unformed surfaces of slab concrete in bridge decks and top slabs of direct traffic culverts shall be fogged when necessary to replace water loss due to evaporation. b. Fogging equipment shall be capable of applying water in a fine mist, not a spray. The fog shall be produced using equipment which pumps water or water and air under high pressure through a suitable atomizing nozzle. The equipment shall be hand operated and sufficiently portable for use in the direction of any prevailing wind. It shall be adaptable for intermittent use as directed by the Engineer to prevent excessive wetting of the concrete. c. Interim curing will be required for slab concrete in bridge decks and top slabs of the direct traffic culverts immediately upon completion of final finish. Type 1- B2001 - 13/28 Std. 08/03/2004 D membrane curing compound (Resin Base Only) will be required. Water curing will be required in accordance with Article 3.02 and shall be commenced as soon as possible without damaging the surface finish. 14. Installation of Dowels and Anchor Bolts. Dowels and anchor bolts may be cast-in- place or installed by grouting with grout, epoxy or epoxy mortar. Holes for grouting may be formed or drilled. a. General. Holes for anchor bolts shall accommodate the bolt embedment required by the plans. Holes for dowels shall be a minimum of 12 inches deep unless otherwise shown on the plans. When grout or epoxy mortar is used, the diameter of the hole shall be not less than twice the dowel or bolt diameter nor more than the diameter plus 1'/2 inches. When using epoxy, the hole diameter shall be 1/16 inch to 1/4 inch greater than the dowel or bolt diameter. Holes shall be thoroughly cleaned of all loose material, oil, grease, or other bond breaking substance and blown clean with filtered compressed air. Holes shall be in a surface dry condition when epoxy type material is used. Holes shall be in a surface moist condition when Portland cement grout is used. The Contractor shall develop and demonstrate a procedure for cleaning and preparing the holes for installation of the dowels and anchor bolts that is satisfactory to the Engineer. The void between the hole and dowel or bolt shall be completely filled with grouting material. b. Cast-in-Place or Grouted Systems. Portland cement grout, epoxy mortar, or other prepackaged grouts as approved by the Engineer may be used. Port cement grout shall conform to the pertinent provisions of TXDOT Item 421, "Portland Cement Concrete". Epoxy (Type V) and Epoxy Mortar (Type VIII) shall conform to TXDOT Item 575, "Epoxy". Grout, epoxy or epoxy mortar may be used as the binding agent unless otherwise indicated on the plans. c. Other Anchor Systems. These systems shall be in accordance with the plans and approved by the Engineer. 15. Mass Placements. a. Unless otherwise shown on the plans, for monolithic mass placements having a least dimension greater than five (5) feet, the Contractor shall develop a plan to assure that during the heat dissipation period, the temperature differential between the central core of the placement and the exposed concrete surface does not exceed 35°F. b. A detailed plan, along with an analysis of the associated heat generation and dissipation (heat flow analysis) shall be submitted to the Engineer for approval. No concrete shall be placed until this plan is approved. This plan may include a combination of the following: 1. Selection of concrete ingredients to minimize heat of hydration. 2. Using ice or cooling concrete ingredients. 3. Controlling rate of concrete placement. 4. Using insulation to control heat loss. 5. Using supplemental heat to control heat loss. 6. Use of fly ash. B2001 - 14/28 Std. 08/03/2004 c. The Contractor shall furnish and install two (2) sets of strip chart temperature recording devices or approved equivalent at locations designated by the Engineer. These devices shall be accurate to within+/- 2° F within the range of 32° F to 212° F and shall be used to simultaneously measure the temperature of the concrete at the core and the surface. J. Placing Concrete in Cold Weather. 1. The Contractor is responsible for the protection of concrete placed under any and all weather conditions. Permission given by the Engineer for placing during cold weather will not relieve the Contractor of the responsibility for producing concrete equal in quality to that place under normal conditions. Should concrete placed under such conditions prove unsatisfactory, it shall be removed and replaced. 2. Concrete may be placed only when the atmospheric temperature is greater than 35° F. Concrete shall not be placed in contact with any material coated with frost or having a temperature less than 32°F. 3. Aggregates shall be free from ice, frost and frozen lumps. When required, in order to produce the minimum specified concrete temperature, the aggregate and/or the water shall be heated uniformly, in accordance with the following: The water temperature shall not exceed 180° F, nor shall the aggregate temperature exceed 150° F. The heating apparatus shall heat the mass of aggregate uniformly. The temperature of the mixture of aggregate and water shall be between 50° F and 85° F before introduction of the cement. 4. The Contractor shall provide and install recording thermometer(s) or other suitable temperature measuring device(s) to verify that all concrete is effectively protected as follows: a. The temperature of all unformed surfaces of bridge decks and top slabs of direct traffic culverts shall be maintained at 50° F or above for a period of 72 hours from time of placement and above 40° F for an additional 72 hours. b. The temperature at the surface of all concrete in bents, piers, culvert walls, retaining walls, parapets, wingwalls, bottom of slabs, and other similar formed concrete shall be maintained at 40° F or above for a period of 72 hours from time of placement. c. The temperature of all concrete, included the bottom slabs (footings) of culverts placed on or in the ground, shall be maintained above 32° F for a period of 72 hours from time of placement. 5. Protection shall consist of providing additional covering, insulated forms or other means, and if necessary, supplementing such covering with artificial heating. Curing as specified under Article 3.02.A shall be provided during this period until all requirements for curing have been satisfied. 6. When impending weather conditions indicate the possibility of the need for such temperature protection, all necessary heating and covering material shall be on hand and ready for use before permission is granted to begin placement. 7. Sufficient extra test specimens will be made and cured with the placement to ascertain the condition of the concrete as placed prior to form removal and acceptance. B2001 - 15/28 Std. 08/03/2004 K. Placing Concrete in Hot Weather. Unless otherwise directed by the Engineer, when the temperature of the air is above 85° F, an approved retarding agent will be required in all concrete used in superstructures and top slabs of direct traffic culverts. L. Placing Concrete in Water. 1. Concrete shall be deposited in water only when shown on the plans or with the written permission of the Engineer. The forms or cofferdams shall be sufficiently tight to prevent any water current passing through the space in which the concrete is being deposited. Pumping of water will not be permitted during the concrete placing,nor until it has set for at least 36 hours. 2. The concrete shall be placed with a tremie, or other approved method, and shall not be permitted to fall freely through the water nor shall the concrete be disturbed after being placed. The concrete surface shall be kept approximately level during placement. 3. The tremie shall consist of a water-tight tube of a diameter which will permit adequate placement of the concrete, but not greater than 14 inches. The tremie shall be constructed so that the bottom can be sealed and opened after the tremie is in place and fully charged with concrete. The tremie shall be supported so that it can be easily moved horizontally to cover all the work area and vertically to control the concrete flow. The lower end of the tremie shall be submerged in the concrete at all times. 4. The placing operations shall be continuous until the work is complete. 5. Unless otherwise specified, all classes of concrete placed under water, except Class E and Class SS, shall be redesigned to contain an additional sack of cement per cubic yard more than the mix design being used. Pilot beam tests may be waived by the Engineer for this redesign. M. Placing Concrete in Superstructure. 1. Unless otherwise shown on the plans, simple span bridge slabs shall be placed without transverse construction joints by using either a mechanical longitudinal screed or a self propelled transverse finishing machine. For small placements or for unusual conditions, the Engineer may waive the mechanical screed requirement and permit the use of manually operated screeding equipment. The screed shall be adequately supported on a header or rail system sufficiently stable to withstand the longitudinal or lateral thrust of the equipment. Unless otherwise shown on the plans, temporary intermediate headers will be permitted for placements exceeding 50 feet in length for the longitudinal screed, provided the rate of placement is rapid enough to prevent a cold joint and that these headers are designed for early removal to permit satisfactory consolidation and finish of the concrete at their locations. 2. Unless otherwise shown on the plans, slabs on continuous units shall be placed in one continuous operation without transverse construction joints using a mechanical longitudinal screed or a self propelled transverse finishing machine. For unusual conditions, such as widening, variable cross slopes or transitions, the Engineer may waive the mechanical screed requirement and permit the use of manually operated B2001 - 16/28 Std. 08/03/2004 screeding equipment. Rails for transverse finishing machines which are supported from the beams or girders shall be installed so that the supports may be removed without damage to the slab. Bond between removable supports and the concrete shall be prevented in a manner acceptable to the Engineer. Rail support parts which remain embedded in the slab shall not project above the upper mat of reinforcing steel. Rail or screed supports attached to I-beams or girders shall be subject to the requirements of Article 3.02.A. 3. Unless otherwise shown on the plans, for transverse screeding, the minimum rate of concrete placement shall be 30 linear feet of bridge deck per hour. The Contractor shall furnish personnel and equipment capable of placing, finishing and curing the slab at an acceptable rate to insure compliance with the specifications. 4. The profile gradeline may require adjustment, due to variation in beam camber and other factors, to obtain the required cover over the slab reinforcement. Beams shall be set in a sufficient number of spans so that when adjustment is necessary, the profile gradeline can be adjusted over suitable increments and the revised gradeline will produce a smooth riding surface. 5. One (1) or more passes shall be made with the screed over the bridge deck segment prior to the placement of concrete thereon to insure proper operation and maintenance of grades and clearances. 6. Slab concrete shall be deposited between the exterior beam and the adjacent beam prior to placing concrete in the overhang portion of the slab. 7. For transverse screeding, concrete shall be placed in transverse strips. Additionally, on profile grades greater than 1-1/2 percent,placement shall begin at the lowest end. 8. For longitudinal screeding, concrete shall be placed in longitudinal strips starting at a point in the center of the segment adjacent to one side, except as provided herein, and the strip completed by placing uniformly in both directions toward the ends, except that for spans on a grade of 1-1/2 percent or more placing shall start at the lowest end. 9. The width of strips shall be such that the concrete therein will remain plastic until the adjacent strip is placed. Where monolithic curb construction is specified, the concrete shall be placed therein in proper sequence to be monolithic with the adjacent longitudinal strips of the slabs. B2001 - 17/28 Std. 08/03/2004 10 An approved system of checking shall be used to detect any vertical movement of the forms or falsework. Forms for the bottom surface of concrete slabs, girders and overhangs shall be maintained to the required vertical alignment during concrete placing. 11. Unless otherwise shown on the plans, girders, slab and curbs of slab and girder spans shall be placed monolithically. Concrete girder stems shall be filled first and the slab concrete placed within the time limits specified in Article 3.02.I. a. Construction joints, when permitted for slab placements on steel and prestressed concrete beams, shall be shown on the plans. Where plans permit segmental placing without specifying a particular order of placement, any logical placing sequence which will not result in the overstressing of any of the supporting members will be permitted subject to the approval of the Engineer. 12. Any falsework under steel girder or truss spans shall be released and the spans swung free on their permanent supports before placing any slab concrete thereon. 13. When the curb forms are filled, the top of curb and sidewalk section shall be brought to the correct camber and alignment and finished as described in Articles 3.02.P and 3.02 V. N. Placing Concrete in Box Culverts. 1. Where the top slab and walls are placed monolithically in culverts more than four(4) feet in clear height, an interval of not less than one (1) nor more than two (2) hours shall elapse before placing the top slab to allow for settlement and shrinkage in the wall concrete. 2. The footing slab shall be accurately finished at the proper time to provide a smooth uniform surface. Top slabs which carry direct traffic shall be finished as specified in Article 3.02.Q. Top slabs of fill type culverts shall be given a float finish. O. Placing Concrete in Foundation and Substructure. 1. Concrete shall not be placed in footings until the depth and character of the foundation has been inspected by the Engineer and permission has been given to proceed. 2. Placing of concrete footings upon seal concrete will be permitted after the cofferdams are free from water and the seal concrete cleaned. Any necessary pumping or bailing during the concreting operation shall be done from a suitable sump located outside the forms. 3. All temporary wales or braces inside cofferdams shall be constructed or adjusted as the work proceeds to prevent unauthorized construction joints. 4. When footings can be placed in a dry excavation without the use of cofferdams, forms may be omitted, if approved by the Engineer, and the entire excavation filled with concrete to the elevation of the top of footing. In this case, measurement for payment will be based on the footing dimensions shown on the plans. 5. Concrete in columns shall be placed monolithically between construction joints unless otherwise provided. Columns and caps and/or tie beams supported thereon may be placed in the same operation. To allow for settlement and shrinkage of the column concrete, it shall be placed to the lower level of the cap or tie beam and B2001 - 18/28 Std. 08/03/2004 placement delayed for not less than one (1) hour nor more than two (2) before proceeding. P. Treatment and Finished of Horizontal Surfaces Except Roadway Slabs. 1. All unformed upper surfaces shall be struck off to grade and finished. The use of mortar topping for surfaces under this classification will not be permitted. 2. After the concrete has been struck off, the surface shall be floated with a suitable float. Bridge sidewalks shall be given a wood float or broom finish or may be striped with a brush, as specified by the Engineer. 3. The tops of caps and piers between bearing areas shall be sloped slightly from the center toward the edge, and the tops of abutments and transition bents sloped from the backwall to the edge, as directed by the Engineer, so that the water drains from the surface. The concrete shall be given a smooth trowel finish. When shown on the plans, the top of caps and piers shall be coated with Type X epoxy material except for areas under shoes and bearing pads. Unless otherwise shown on the plans, the color shall be concrete gray. The color of the epoxy may be adjusted to concrete gray by the use of a black universal type tinting paste. Bearing areas for steel units shall be constructed in accordance with TXDOT Item 441, "Steel Structures". 4. Bearing seat build-ups or pedestals for concrete units may be cast integrally with the cap or with a construction joint as follows: 5. The bearing seat build-ups shall be constructed of a latex based mortar or an epoxy mortar, mixed in accordance with the manufacturer's recommendation. Pedestals shall be constructed of Class "C" concrete,reinforced as shown on the plans. 6. Bearing areas under elastomeric pads or non-reinforced bearing seat build-ups shall be given a textured, wood float finish. Q. Finish of Roadway Slabs. 1. In all roadway slab finishing operations, camber for specified vertical curvature and transverse slopes shall be provided. 2. For concrete slab or concrete slab girder spans cast in place on falsework, an additional amount of camber shall be provided to offset the initial and final deflections of the span. The additional amount of camber shall be determined from the dead load deflection diagram shown on the plans. When dead load deflections is not shown on the plans, the additional amount of camber shall be 1/8 inch per ten foot of span length but not to exceed 1/2 inch. For pan girder spans the additional camber for initial and final deflections shall be approximately 1/2 inch for 30 foot spans and 5/8 inch for 40 foot spans unless otherwise directed by the Engineer. 3. Roadway slabs supported on prestressed concrete, steel beams or girders shall receive no additional camber, except that for slabs without vertical curvature, the longitudinal camber shall be approximately 1/4 inch. 4. Dead load deflection shall be taken into account in setting the grades of headers and rail systems. 5. Work bridges or other suitable facilities shall be provided by the Contractor from which to perform all finishing operations and check measurements for slab thickness and reinforcement cover. B2001 - 19/28 Std. 08/03/2004 6. As soon as the concrete has been placed and vibrated in a section of sufficient width to permit working, the surface shall be approximately leveled, struck off and screeded, carrying a slight excess of concrete ahead of the screed to insure filling of all low spots. The screed shall be rigid enough to hold true to shape and shall have sufficient adjustments to provide for the required camber or section. A vibrating screed may be used if heavy enough to prevent undue distortion. The screeds, except those of the roller drum type, shall be provided with metal cutting edges. 7. Longitudinal screeds shall be moved across the concrete with a saw-like motion while their ends rest on headers or templates set true to the roadway grade or on the adjacent finished slab. 8. The surface of the concrete shall be screeded a sufficient number of times and at such intervals to produce a uniform surface,true to grade and free of voids. 9. If necessary, the screeded surface shall be worked to a smooth fmish with a long handled wood or metal float, or hand floated from bridges over the slabs. 10. When required by the Engineer,the Contractor shall perform sufficient checks with a long handled 10 foot straightedge on the plastic concrete to insure that the final surface will be within the tolerances specified below. The check shall be made with the straightedge parallel to the centerline. Each pass thereof shall lap half of the preceding pass. All high spots shall be removed and all depressions over 1/16 inch in depth shall be filled with fresh concrete and floated. The checking and floating shall be continued until the surface is true to grade and free of depressions, high spots,voids or rough spots. 11. Rail support holes shall be filled with concrete and finished to match the top of the slab. 12. Unless otherwise shown on the plans, when no additional wearing course is to be placed, the bridge deck surface shall be given a grooved steel tine finish. The grooves shall be approximately 1/8 to 3/16 inch deep, approximately 1/8 inch wide. The tines shall be randomly spaced approximately 3/4 to one (1) inch apart. The grooves shall run perpendicular to the structure center line when a transverse screed is used and parallel to the structure centerline when a longitudinal screed is used. Areas which receive insufficient texture depth shall receive additional texturing, when directed by the Engineer, by saw grooving in accordance with the procedure given below. 13. At the option of the Contractor, or when shown on the plans, the surface shall be given its final texture by saw grooving to meet the above requirements. Saw grooving may be done a minimum of four (4) days after the slab concrete has been placed. If saw grooving is done prior to the completion of curing,the curing shall be continued after sawing to provide the minimum curing time required. 14. When shown on the plans that a concrete overlay is to be placed on the slab (new construction) or on prestressed concrete box beams or other precast elements, the slab or the top surface of shear key and diafram concrete shall be given a broom finish. The finish shall have an average texture depth of approximately 0.035 inches with any individual test, not falling below 0.020 inches unless otherwise shown on the plans, when tested in accordance with Test Method Tex-436-A. Should the B2001 - 20/28 Std. 08/03/2004 texture depth fall below that intended, the finishing procedures shall be revised to produce the desired texture. 15. When the plans require that an asphaltic seal, with or without overlay, on the slab (new construction), on prestressed concrete box beams or other precast elements, the slab or top surface of shear key and diafram concrete shall be given a lightly textured broom finish having an average texture depth of approximately 0.025 inches when tested in accordance with TXDOT Test Method Tex-436-A. 16. Straightedge requirements will be required on slabs (new construction) to be overlaid. 17. After the concrete slab has attained fmal set, the Engineer may require that the finished surface be tested with a standard 10-foot straightedge. The straightedge shall be used parallel to the centerline of the structure to bridge any depressions and tough high spots. Ordinates of the irregularities, measured from the face of the straightedge to the surface of the slab, should normally not exceed 1/8 of an inch, making proper allowances for camber, vertical curve and surface texture; however, occasional variations exceeding this will be acceptable if, in the opinion of the Engineer,the variations will not produce unacceptable riding qualities. 18. When directed by the Engineer, irregularities exceeding the above shall be corrected. Areas which are corrected to produce satisfactory riding qualities shall be provided with an acceptable surface texture in a manner approved by the Engineer. R. Curing Concrete. 1. The Contractor shall inform the Engineer of the methods proposed for curing; shall provide the proper equipment and material in adequate amounts; and shall have the proposed methods, equipment and material approved prior to placing concrete. 2. Unless otherwise noted herein or shown on the plans, the choice of curing methods shall be at the option of the Contractor, except that the Engineer may require the same curing methods for like portions of a single structure. 3. Inadequate curing and/or facilities shall be cause for the Engineer to delay all concrete placement on the job until remedial action is taken. 4. All concrete shall be cured for a period of four (4) curing days except as noted herein. B2001 - 21/28 Std. 08/03/2004 TABLE 2 EXCEPTIONS TO 4-DAY CURING Description Type of Cement Required Curing Days Upper surfaces of bridge slabs, top slab of direct traffic culverts, I or III 8 and concrete overlays II or I/III" 10 All types with fly ash 10 Concrete Piling Build-ups All 6 *Meets the requirements of both Type 1 and Type II.. 5. When the air temperature is expected to drop below 40° F, the concrete shall be covered with polyethylene sheeting, burlap-polyethylene blankets, mats or other acceptable materials to provide the protection required by Article 3.02.J. A curing day is defined as a calendar day when the temperature, taken in the shade away from artificial heat, is above 50° F for at least 10 hours, or on colder days if satisfactory provisions are made to maintain the temperature of all surfaces of the concrete above 40° F for the entire 24 hours. The required curing period shall begin when all concrete therein has attained its initial set. The following methods are permitted for curing concrete subject to the requirements of Table 3 and the following additional requirements for each method of curing: a. Form Curing: When forms are left in contact with the concrete, other curing methods will not be required except for exposed surfaces and for cold weather protection. b. Water Curing. All exposed surfaces of the concrete shall be kept wet continuously for the required curing time. The water used for curing shall meet the requirements for concrete mixing water as specified in TXDOT Item 421, "Portland Cement Concrete". Sea water will not be permitted. Water which stains or leaves an unsightly residue shall not be used. 1) Wet Mat Curing. This curing method shall consist of keeping the concrete continuously wet by maintaining wet cotton mats in direct contact with the concrete for the required curing time. Damp burlap blankets made from nine (9) ounce stock may be placed on the damp concrete surface for temporary protection prior to the application of cotton mats. The cotton mats may then be placed dry and wetted down immediately after they are placed. The mats shall be weighted down adequately to provide continuous contact with all concrete where possible. B2001 - 22/28 Std. 08/03/2004 Surfaces which cannot be cured by direct contact shall be covered with mats forming an enclosure well anchored to the forms or ground so that outside air cannot enter the enclosure. Sufficient moisture shall be provided inside the enclosure to keep all surfaces of the concrete wet. Wet mat curing will be required for Part A in Table 3 when the anticipated ambient temperature is expected to remain above 40 F for the first 72 hours of the curing period. Polyethylene sheeting, burlap-polyethylene blankets, laminated mats or insulating curing mats placed in direct contact with the slab will be required when the air temperature is expected to drop below 40 F during the first 72 hours of the curing period. These curing materials shall be weighted down with dry mats to maintain direct contact with the concrete and to provide insulation against cold weather. Supplemental heating or insulation may be required in cold and/or wet weather if the insulating cotton mats become wet or if the concrete drops below the specified curing temperature. 2) Water Spray. This curing method shall consist of overlapping sprays or sprinklers that keep all unformed surfaces continuously wet. 3) Ponding. This curing method requires the covering of the surfaces with a minimum of two (2) inches of clean granular material,kept wet at all times, or a minimum of one (1) inch depth of water. Satisfactory provisions shall be made to provide a dam to retain the water or saturated granular material. c. Membrane Curing. Unless otherwise provided herein or shown on the plans, either Type 1-D or Type 2 membrane curing compound may be used where membrane curing is permitted except that Type 1-D (Resin Base Only) will be required for bridge slabs and top slabs of direct traffic culverts and all other surfaces which may require a higher grade of surface finish. B2001 - 23/28 Std. 08/03/2004 TABLE 3 CURING REQUIREMENTS Error! Bookmark not defined. REQUIRED PERMITTED Error! Bookmark not defined. Water for Membrane Water for Membrane for STRUCTURE UNIT Complete for Interim Complete Complete DESCRIPTION Curing Curing Curing Curing A. Upper surfaces of Bridge X X Roadway, Median and Sidewalk (Resin slabs, Top Slabs of Direct Traffic Base) Culverts. B. Top Surface of any Concrete X Unit upon which Concrete is to be placed and bonded at a later interval (Stub Walls, Risers, etc.). Other Super structure Concrete (Curbs Wingwalls, Parapet Walls, etc.). C. All Substance Concrete, *X *X Culverts,Box Sewers, Inlets, Manholes, Retaining Walls, Riprap, Railing Error! Bookmark not As specified in other items. defined.All other concrete *Polyethylene Sheeting, Burlap-Polyethylene Mats or Laminated Mats in close intimate contact with the concrete surfaces will be considered equivalent to water or membrane curing. For substructure concrete only one (1) type of curing compound will be permitted on any one (1) structure. Material requirements and construction methods shall be as required by TXDOT Item 526, "Membrane Curing", except as changed herein. Membrane curing shall not be applied to dry surfaces, but shall be applied just after free moisture has disappeared. Formed surfaces and surfaces which have been given a first rub shall be dampened and shall be moist at the time of application of the membrane. When membrane is used for complete curing, the film shall remain unbroken for the minimum curing period specified. Membrane which is damaged shall be corrected immediately by reapplication of membrane. Unless otherwise noted herein or shown on the plans, the choice of membrane type shall be at the option of the Contractor. B2001 - 24/28 Std. 08/03/2004 S. Removal of Forms and Falsework. 1. Except as herein provided, forms for vertical surfaces may be removed when the concrete has aged not less than 12 hours, provided the removal can be done without damage to the concrete. 2. Forms for inside curb faces be removed at such time the removal can be done without damage to the curb. 3. Weight supporting forms and falsework for all bridge components and culvert slabs, except as noted herein, shall remain in place a minimum of four(4) curing days. The forms then may be removed if the concrete has attained a flexural strength of 425 psi, as evidenced by strength tests using test beams made from the same concrete and cured under the same conditions as the portion of the structure involved. Forms for other structural components may be removed as specified by the Engineer. 4. Inside forms (walls and top slabs) for box culverts and sewers may be removed after concrete has aged not less than one (1) day (24 hrs.) and has acquired a flexural strength of not less than 225 psi, provided an overhead support system, approved by the Engineer, is used to transfer the weight of the top slab to the walls of the box culvert or sewer before the support provided by the forms is removed. 5. When all test beams made for the purpose of form removal have been broken without attaining the required strength, forms shall remain in place for a total of 14 curing days. 6. The above provisions relative to form removal shall apply only to forms or parts thereof which are constructed to permit removal without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure. 7. All forms and falsework shall be removed unless otherwise approved by the Engineer. T. Defective Work. Any defective work shall be repaired as soon as possible. Any defect which in the opinion of the Engineer cannot be repaired satisfactorily to the extent required by the Engineer shall be removed and replaced at the expense of the Contractor. U. Finishing Exposed Surfaces. A Surface Finish shall be applied to all concrete surfaces and shall be in accordance with TXDOT Item 427, "Surface Finishes for Concrete". 3.03 MEASUREMENT A. The quantities of concrete of the various classifications which will constitute the completed and accepted structure or structures in place will be measured by the cubic yard, each, square foot, square yard, or linear foot as shown on the plans or as each is shown in the bid proposal. Measurement will be as follows: 1. General. a. All concrete quantities will be based on the dimensions shown on the plans or those established in writing by the Engineer. Diafram concrete, when required, will be included in the slab measurement. b. In determining quantities, no deductions will be made for chamfers less than two (2) inches, embedded portions of structural steel or prestressed concrete B2001 - 25/28 Std. 08/03/2004 beams, piling, anchor bolts, reinforcing steel, drains, weep holes, junction boxes, electrical or telephone conduit, conduit and/or voids for prestressed tendons or for embedded portions of light fixtures. c. For pan girder spans, a quantity will be included for the screed setting required to provide proper camber in the roadway surface after form removal. d. For slabs on steel and prestressed beams, a quantity for the haunch between the slab and beams will be included when required. No measurement will be made during construction for variation in the amount of haunch concrete due to deviation from design camber in the beams. e. For slabs on panels, T-beams, or box beams, the combination of span length, theoretical camber in beams, computed deflections, and planvertical curve will be taken into account in determining the quantity for the slab. f. Additional concrete which may be required by an adjustment of the profile grade line during construction, to insure proper slab thickness, will not be measured for payment. g. Variation in concrete headwall quantity incurred when an alternate bid for pipe is permitted will not be measured for payment. h. Quantities revised by a change in design, measured as specified herein, will be increased or decreased, as the case may be, and included for payment. 2. Plan Quantity. a. For structure elements designated in Table 4, and when measured by the cubic yard, this is a plans quantity measurement Item and the quantity to be paid for will be that quantity shown in the proposal. If no adjustment of quantities is required, additional measurements or calculations will not be required. b. When the quantity for a complete structure element has been erroneously included or omitted from the plans, the quantity shown on the plans for that element will be added to or deducted from the plan quantity and included for payment. A complete structure element will be the smallest portion of a total structure for which a quantity is included on the plans. c. When the plan quantity for a complete structure element is in error by five (5) percent or more, a recalculation will be made and the corrected quantity included for payment. 3. Measured in Place. a. For those Items not measured for plan quantity payment, measurement will be made in place. B2001 - 26/28 Std. 08/03/2004 TABLE 4 PLAN QUANTITY PAYMENT (Cubic Yard Measurement Only) Error! Bookmark not defined.Culverts and Wingwalls Slabs on Steel Spans Headwalls for pipe Slabs on Prestressed Spans Retaining Walls Pan Girder Spans Inlets and Manholes Pile Bent Caps Slab Spans Shear Key Concrete Slab and Girder Spans Abutments Note: Other structure elements may be paid for as "plan quantity", including pier and bent concrete,when shown on the plans. For those portions of structures not listed in Table 4, the concrete quantities, measured as provided in Subarticle 3.03.A.(1) will be paid for at the unit price bid per "Cubic Yard", per "Each", per "Square Foot", per "Square Yard", or per "Linear Foot", in place, for the various classifications of concrete shown. 3.04 PAYMENT A. The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for the various structure elements specified of the various classes of concrete. This price shall be full compensation for furnishing, hauling and mixing all concrete materials; for furnishing, bending, fabrication, splicing, welding and placing the required reinforcement; for all clips, blocks, metal spacers, ties, wire or other materials used for fastening reinforcement in place; for placing, finishing and curing all concrete; for all grouting and pointing; for furnishing and placing drains; for furnishing and placing metal flashing strips; for furnishing and placing expansion joint material required by this Item; and for all forms and falsework, labor,tools, equipment and incidentals necessary to complete the work. B. Concrete which fails to meet minimum strength requirements may be rejected or a structural review may be made by the Engineer. Such concrete which is proven structurally adequate may be accepted at an adjusted price based on the following formula: A = .l0Bp+ .75(Sa/Ss)2 Bp B2001 - 27/28 Std. 08/03/2004 A = Amount to be paid per unit of measure Sa = Actual strength from beams or cores. Ss = Minimum required strength(specified) Bp = Unit bid price B2001 -28/28 Std. 04/21/2006 ITEM NO. B2002 —METAL STRUCTURES PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Fabricate and erect structural steel and other metals. B. Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. 1.02 SUBMITTALS Submit the following in accordance with Contract Documents. A. Shop Drawings 1. Required for structural steel forgings, wrought iron, castings, or bearings. 2. Required for camber and erection diagrams, 3. Shop drawings to reflect use of submerged are welding, gas metal arc welding, or cored arc welding. 4. Submit preliminary erection drawings showing sequence of erection, location of falsework, and location of ground and air splices. 5. Provide the following information for members fabricated by welding or bolting. a. Fabricating procedures. b. Calculated stresses. c. List of equipment used for fabrication. d. Sequence of assembly. e. Details of connections. f. Special process such as planning, facing, etc. B. Certificates 1. Submit certified copy of mill certificates of compliance with requirements herein specified for structural steel and other metals 2. Submit certified copy of shop welding test in compliance with requirements herein specified. 3. Mill test not required for miscellaneous hardware, bolts, nuts, washers, screws, etc. C. Welding:Equipment, procedures, operations, workmanship, qualification of welders, and inspection to conform with AISC and AWS. 1. Shop welding to be at no additional cost to Owner. a. Make random radiographic inspections of 35 percent of primary welds. b. Welds requiring repairs to be retested by radiography after repairs are made. B2002 - 1/4 Std. 04/21/2006 c. If defective work is found, make additional radiographs on sections welded by same equipment and/or operator just prior to and just after the section containing the defect. d. Radiography required because of unacceptable welding to be performed by approved commercial laboratory at no additional cost to Owner. 2. Field Welding a. Make random radiographic inspections of 25 percent of primary welds. b. Radiograph defective weld repairs. c. Radiography required because of unacceptable welding to be preformed by approved commercial laboratory at no additional cost to Owner. 1.03 PRODUCT DELIVERY, STORAGE AND HANDLING A. Handle material so as to prevent its injury or damage. B. Store material on skids aboveground and keep clean, properly drained and protected from elements causing corrosion or other damage. C. Store girders and beams upright, and prevent excessive deflection. D. Store piles at locations approved by Owner. PART 2—PRODUCTS 2.01 MATERIALS A. Structural Steel and Other Materials: Per Item "Metals for Structures." B. Electrodes for welding to conform to the following. 1. For Manual Shielded Metal-Arc Welding: Per AWS A5.1 or AWS A5.5. 2. For Gas Metal-Arc Welding: Per AWS A5.18 or AWS A5.20. 3. For stainless steel use 309-CB stabilized welding rods. PART 3 —EXECUTION 3.01 FIELD ERECTION A. Methods and Equipment 1. Spot welding to eliminate erection bolts not permitted. 2. Securely tie and/or brace beams or girders over roadway or railroad. Protect traffic below from falling objects during construction. B. Falsework: Properly designed, constructed, and maintained. B2002 - 2/4 Std. 04/21/2006 C. Straightening Bent Material 1. Straighten plates, angles, built-up members, and other shapes by methods that will not produce fracture or other injury to material. 2. Straighten individual pieces before assembly. 3. Straighten distorted built-up members by mechanical means, or by carefully supervised application of localized heat in limited amounts. a. Do not apply heat directly on weld metal. b. Temperature of heated area not to exceed 1200 F (dull red). 4. After straightening bend or buckle, inspect surface of metal for evidence of fracture. 5. Replace materials damaged by straightening at no additional cost to Owner. D. Galvanizing 1. Galvanized rolled, pressed, or forged steel shapes, plates, pipes and bars as per ASTM A153. 2. Galvanized steel or iron castings as per ASTM A153, Class A. 3. Galvanized bolts, nuts, screws, washers, and other miscellaneous hardware as per ASTM A153, Class C or D. 4. As specified on PLANS. E. Paint and Painting 1. Shop painting a. Conform to requirements of AISC except clean steel by buffing. b. Apply paint at minimum rate of one gallon to 450 square feet. c. Do not paint metal surfaces in contact with concrete or on which plates will be applied in field or within 2 inches of field welds. d. Thoroughly clean surfaces of other metal of dirt, grease, oil, and other foreign matter before transporting to jobsite, and shop paint only if specified on PLANS or by TECHNICAL SPECIFICATIONS. 2. Field Painting: Per Item "Painting and Protective Coating." F. Bearing and Anchorage 1. Place castings, bearing plates, or shoes on full and even bearing on concrete. 2. Place castings, bearing plates; or shoes on preformed fabric pads as specified. 3. Adjust grade with Portland cement, mortar of one part cement and two parts sand by weight. a. Minimum thickness of mortar bed 1/8 inch. b. Maximum thickness of mortar bed 3/8 inch. c. Provide adequate curing. 4. Use approved latex-based grout and galvanized steel shims for grade adjustments over 3/8 inch. 5. Use graphite spring lubricant for sliding movement surfaces. 6. Paint rolling surface of rocker shoes. 7. Anchor Bolt Setting a. Cast in Place. Clean holes before grout placement. B2002 - 3/4 Std. 04/21/2006 b. With written approval, by drilling and grouting with nonshrinking grout. c. With written approval, by formed holes and grouting with nonshrinking grout. G. Misfits 1. Correct minor error in shop work. 2. Report any error in shop work. 3. Correct misfits in presence of Engineer. 4. Burning bolt holes not permitted. H. Clean-up: Clean up area and remove excess material, dismantled forms and falsework, and debris during construction, and clean-up area completely and thoroughly after completion of the work herein described. 3.02 MEASUREMENT AND PAYMENT No separate payment for work performed under this item. Include cost of same in Contract price bid for work of which this is a component part. B2002 - 4/4 10/13/2005 ITEM NO. B3001 - REINFORCING STEEL PART 1 - GENERAL 1.01 DESCRIPTION A. Extent of Work 1. This Item governs for furnishing and placing of reinforcing steel, deformed and smooth. 2. Furnish chairs, ties, splicing devices, and other reinforcing accessories required to complete the work. 1.02 QUALITY ASSURANCE A. General: Conform to approved shop drawings and to ACI Manual of Practice for Detailing Reinforced Concrete Structures. B. Submittals 1. Submit shop drawings indicating location, placement, sizes, and bending. 2. When welding is required, furnish report of chemical analysis, showing percentages of carbon, manganese, phosphorus, and sulfur. C. Tests: Submit certified copy of mill certificates of compliance with requirements herein specified. 1.03 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery: Deliver to job site free from dirt, loose scale and rust, paint, oil, or other foreign material. B. Storage: Store above surface of ground upon platforms, skids or other supports, and protect from mechanical injury and surface deterioration caused by exposure to conditions producing rust. C. Handling: Handle so as not to sustain crimping, bending, or warping before and during placement. B3001 - 1/4 08/03/2004 PART 2 - PRODUCTS 2.01 MATERIALS A. Reinforcing Steel 1. Deformed, conforming to ASTM A615, Grade 60. 2. Welded wire fabric conforming to ASTM A185. 3. Cold drawn steel wire conforming to ASTM A82. 4. Spiral reinforcement to be smooth (not deformed) bars or wire complying with ASTM A82. 5. Submit information on mechanical splicing devices, couplers, and all other reinforcing accessories. B. General Requirements 1. Nominal size, area, and theoretical weight in accordance with Table 1, ASTM A615 supplementary requirement. 2. Bending a. Bend in shop, cold, true to shapes indicated on PLANS. b. Irregularities in bending are cause for rejection. c. Detail bars in accordance with ACI 315. d. Inside diameter of bar bends, in terms of nominal bar diameter (d) of bar which is bent, in accordance with ACI 315. 3. Fabrication tolerances in accordance with ACI 315. 4. Splices a. Except where shown, not permitted without prior written approval. b. Not permitted in main reinforcement at points of maximum stress. c. When not indicated on PLANS, but permitted with prior written approval, subject to the following: 1. Not larger than #8 bars. 2. Not permitted in bars 30 feet or less in length, except vertical. 3. Distance center-to-center not less than 30 feet, and no individual bar length less than 10 feet. 4. Maintain specified concrete cover and tie bars together securely. 5. Stagger main bar splices in adjacent bars minimum of two splice lengths. d. Lap Splices 1. See General Notes in PLANS for standard bar lap lengths. 2. Lap bars so that both bars will be in the same plane parallel with the nearest concrete surface. e. Welding Splices 1. Procedures and electrodes as specified in AWS D 12.1. B3001 - 2/4 08/03/2004 2. For bars No. 6 and smaller, use lap weld splices with fillet weld equal to one-half bar diameter on each side for four inches in length. 3. For bars No. 7 and larger, use butt weld splices in accordance with Figure 3.5, AWS D12.1 4. Prepare ends for butt-welding in the field, and deliver bars of sufficient length to permit this practice. f. All splices, whether lap, weld, mechanical, or coupler, to develop full strength of bar. PART 3 - EXECUTION 3.01 INSTALLATION A. Place reinforcing steel in positions indicated by PLANS and approved shop drawings. 1. Dimensions shown are to centers of bars, unless otherwise noted. 2. Hold bars securely in place with tie wires and other approved means during placing of concrete. a. In plans of steel parallel to nearest surface of concrete, bars not to vary from PLAN placement by more than one-twelfth of spacing between bars. b. In plans of steel perpendicular to nearest surface of concrete, bars not to vary from PLAN placement by more than one-quarter inch. 3. Do not use looped wire bar ties ("pig tails"). 4. Do not tack weld reinforcing. 5. Space steel required distance from forms by approved galvanized metal spacers, metal spacers with plastic coated tips, stainless steel spacers, plastic spacers, or approved precast mortar or concrete blocks. a. For approval of plastic spacers, provide samples of plastic, which show no indications of deterioration after immersion in a 5 percent solution of sodium hydroxide for 120 hours. b. Cast precast block, maximum 2-1/2 inches square, to thickness required for proper reinforcement clearance from forms. 6. Use hot-dipped galvanized metal or plastic chairs to support all reinforcing steel. Except for use with pavement steel, chairs need not be galvanized. 7. Use heavy bolster to support bottom layer of reinforcing in abutment caps, bent caps, and other beams. 8. In bridge deck slab, use two rows of supports for bottom layer of reinforcing parallel to beams for each by between beams. Use high chairs to support top layer. 9. Clean all mortar, mud, dirt, etc. from reinforcement before placing concrete. B3001 - 3/4 08/03/2004 10. Protect exposed steel from corrosion. 11. Placement of steel to be inspected before concrete is placed. 3.02 MEASUREMENT AND PAYMENT A. No separate measurement and payment for work performed under this Item, except as indicated below. Include cost of same in Contract unit prices bid for items of which this work is a component part. B. Measure "Extra Reinforcing Steel," when approved by Engineer, by pound of calculated weight of steel actually placed. Pay for "Extra Reinforcing Steel" at Contract unit prices bid per pound of"Extra Reinforcing Steel" used. B3001 - 4/4 Std. 08/03/2004 ITEM NO. B3002 - WOOD FENCING PART 1 - GENERAL 1.01 SCOPE OF WORK Furnish and install solid picket fence with gates, as shown on PLANS. 1.02 WORK SPECIFIED ELSEWHERE Concrete for Post Embedment: Class A concrete per Item"Concrete." PART 2 - PRODUCTS 2.01 MATERIALS A. Wood: Western Red Cedar. All members to be straight, sound, with tight knots. B. Hardware 1. Gate hinges, drop rods (one in each gate section) and other gate hardware to be hot-dip galvanized 2.0 ounces to be heavy type. 2. Nails for fence pickets to be aluminum alloy, screw type. All other nails to be galvanized. 3. Bolts, nuts, and washers to be galvanized. 4. Barbed wire to be zinc coated (galvanized) steel, ASTM 121-77 No. 121/2 W&G gage wires, 4-point bars of 14 gage B3001 - 1/3 A. General Requirements 1. Nominal size, area, and theoretical weight in accordance with Table 1, ASTM A615 supplementary requirement. 2. Bending a. Bend in shop, cold, true to shapes indicated on PLANS. b. Irregularities in bending are cause for rejection. c. Detail bars in accordance with ACI 315. d. Inside diameter of bar bends, in terms of nominal bar diameter (d) of bar which is bent, in accordance with ACI 315. 3. Fabrication tolerances in accordance with ACI 315. 4. Splices a. Except where shown, not permitted without prior written approval. b. Not permitted in main reinforcement at points of maximum stress. c. When not indicated on PLANS, but permitted with prior written approval, subject to the following: 1. Not larger than#8 bars. 2. Not permitted in bars 30 feet or less in length, except vertical. 3. Distance center-to-center not less than 30 feet, and no individual bar length less than 10 feet. 4. Maintain specified concrete cover and tie bars together securely. 5. Stagger main bar splices in adjacent bars minimum of two splice lengths. d. Lap Splices 1. See General Notes in PLANS for standard bar lap lengths. 2. Lap bars so that both bars will be in the same plane parallel with the nearest concrete surface. e. Welding Splices 1. Procedures and electrodes as specified in AWS D12.1. 2. For bars No. 6 and smaller, use lap weld splices with fillet weld equal to one-half bar diameter on each side for four inches in length. 3. For bars No. 7 and larger, use butt weld splices in accordance with Figure 3.5, AWS D12.1 4. Prepare ends for butt welding in the field, and deliver bars of sufficient length to permit this practice. f. All splices, whether lap, weld, mechanical, or coupler, to develop full strength of bar. PART 3 - EXECUTION 3.01 INSTALLATION A. Place reinforcing steel in positions indicated by PLANS and approved shop drawings. 1. Dimensions shown are to centers of bars, unless otherwise noted. 2. Hold bars securely in place with tie wires and other approved means during placing of concrete. B3001 - 2/3 a. In plans of steel parallel to nearest surface of concrete, bars not to vary from PLAN placement by more than one-twelfth of spacing between bars. b. In plans of steel perpendicular to nearest surface of concrete, bars not to vary from PLAN placement by more than one-quarter inch. 3. Do not use looped wire bar ties ("pig tails"). 4. Do not tack weld reinforcing. 5. Space steel required distance from forms by approved galvanized metal spacers, metal spacers with plastic coated tips, stainless steel spacers, plastic spacers, or approved precast mortar or concrete blocks. a. For approval of plastic spacers,provide samples of plastic, which show no indications of deterioration after immersion in a 5 percent solution of sodium hydroxide for 120 hours. b. Cast precast block, maximum 2-1/2 inches square, to thickness required for proper reinforcement clearance from forms. 6. Use hot-dipped galvanized metal or plastic chairs to support all reinforcing steel. Except for use with pavement steel, chairs need not be galvanized. 7. Use heavy bolster to support bottom layer of reinforcing in abutment caps, bent caps, and other beams. 8. In bridge deck slab, use two rows of supports for bottom layer of reinforcing parallel to beams for each by between beams. Use high chairs to support top layer. 9. Clean all mortar, mud, dirt, etc. from reinforcement before placing concrete. 10. Protect exposed steel from corrosion. 11. Placement of steel to be inspected before concrete is placed. 3.02 MEASUREMENT AND PAYMENT A. No separate measurement and payment for work performed under this Item, except as indicated below. Include cost of same in Contract unit prices bid for items of which this work is a component part. B. Measure "Extra Reinforcing Steel," when approved by Engineer, by pound of calculated weight of steel actually placed. Pay for "Extra Reinforcing Steel" at Contract unit prices bid per pound of"Extra Reinforcing Steel"used. B3001 - 3/3 08/03/2004 ITEM NO. B3007 - MISCELLANEOUS METALS PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Furnish, fabricate, and erect structural steel and other metals. B. Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. 1.02 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Deliver metals to jobsite free from dirt, scale and rust, oil or other foreign material. B. Store above surface of ground on platforms, skids, or other supports to prevent sagging, and protect from mechanical injury and surface deterioration caused by exposure to conditions producing rust or corrosion. C. Handle so that metals will not sustain bending or warping before and during placement PART 2—PRODUCTS 2.01 MATERIALS A. Structural Steel: Per ASTM A 36, unless otherwise noted B. Steel Grating: As shown on PLANS. C. Cast Iron: Per ASTM A48 gray iron, Class 20. D. Copper 1.Soft Copper Sheets: Per ASTM B 152, No. 110 2.Rod, Bar, and Shapes: Per ASTM B 133,No. 110 E. Lead: Lead sheets of uniform thickness, free from surface imperfections, and manufactured from pig lead per ASTM B29-79. F. Galvanized Sheet Metal Per ASTM A446 and ASTM 525 coating G90. G. Aluminum 1.Structural Shapes, Extrusions, Bars, Grating, Stair Treads: Per ASTM B221 and ASTM B08, Alloy 6061-T6. 2.Gravel Stop: Per ASTM B221, Alloy 6063-T42. B3007 - 1/2 08/03/2004 3.Other Items: Per recognized standards. H. Other Metals: Per application ASTM specification or recognized standard, as approved. PART 3 —EXECUTION 3.01 FABRICATION AND ERECTION A. Structural and Miscellaneous Steel: Per AISC "Specifications for the Design, Fabrication, and Erection of Structural Steel for Buildings, "but not including Section 4.2.1 of the Code of Standard Practice for Buildings and Brides. B. Aluminum: Weld structural frames in accordance with current recommended practice. C. Grating: Fabricate required openings in gratings and band openings of 5-inch diameter and larger with a 1/2 - inch clearance. Furnish all clips. D. Galvanizing 1.Hot-dip galvanize structural and miscellaneous steel after fabrication, as specified. 2.Galvanized anchor bolts. 3.Galvanized per ASTM A123, ASTM A153, and ASTM A386 as applicable. E. Regalvanizing: Repair chipped or otherwise damaged galvanized areas by application of galvanizing repair compounds meeting Federal Specification O-G-93 (stick only) in accordance with manufacturer's recommendations. F. Shop Painting 1.In accordance with Item "Painting and Protective Coating." 2.Do not paint metal surfaces which will be in contact with concrete, or on which plates will be applied in the field, or within 2 inches of field welds. 3.02 MEASUREMENT AND PAYMENT No separate payment for work performed under this item. Includes cost of same in Contract price bid for work of which this is a component part. B3007 - 2/2 08/03/2004 ITEM NO. C3001 -PAINTING AND PROTECTIVE COATING PART 1 -GENERAL 1.01 DESCRIPTION A. Scope: Furnish and apply, as specified herein, paint and protective coatings to all surfaces, except steel water storage tanks,unless specifically excluded by this Item. B. Surfaces receiving paint include: 1. Equipment,machinery, and metal surfaces. 2. Interior surfaces, as noted in room finish schedule. 3. Concrete surfaces, including concrete blocks(when noted on PLANS). 4. Threads on field-threaded galvanized pipe and conduit. 5. All cabinet and woodwork. 6. Interior concrete surfaces of lift station wet wells. C. Do not paint surfaces of stainless steel, aluminum, bronze, copper, and lead D. Galvanized Steel Surfaces: Paint only when required by Special Provision to this Item. 1.02 QUALITY ASSURANCE A. Manufacturer: All paints, sealers, and coatings to be manufactured by those firms listed in Table 2. Products of equal quality by other manufacturers will be considered, subject to review of written submittal that includes product data and a detailed paint and coating schedule. B. Workmanship 1. Employ only workmen skilled in surface preparation and painting. 2. Provide manufacturer's written instructions on cleaning and coating prior to any surface preparation or coating. C. Whenever possible, all coatings should be from single manufacturer. 1.03 SUBMITTALS A. Painting Schedule: Submit list indicating major items to be painted, preparation, paint manufacturer,product designation,and dry mil thickness B. Panels C3001 - 1/7 08/03/2004 1. Submit panels containing samples of proposed paints and coatings. Include three displays of each kind and color of paint used. Panel to be representative of material to be coated. 2. Mark panels to indicate respective types of surfaces to which several kinds and colors of paint stain, and coating are applied. C. Samples: If requested by Owner, submit 1/4 pint of each kind of paint or stain proposed for use. Do not deliver materials to site until representative samples (if requested)have been approved. D. For all sealers and protective coatings, furnish Engineer with two sets of printed instructions and application sheets. 1.04 PRODUCT DELIVERY, STORAGE,AND HANDLING Deliver to site in original sealed containers with manufacturer's label attached. Protect from sunlight and low temperatures. PART 2 -PRODUCTS 2.01 GENERAL A. Tables 1 and 2 in this Item include the paint, protective coatings, and sealers for this project. Furnish all such special materials required for the manufacturer's coating systems whether or not included in Tables. B. Colors: Owner reserves the right to select colors. Submit list of items to be painted and color charts for each type of surface. C. Safety Color Codes: Follow OSHA requirements of 29CFR, Part 1910.144 for "Safety Color Codes for Marking Physical Hazards." The following general requirements are set forth as a guide. 1. Red: Fire protection equipment, danger signs, and fire exit signs. Portable containers of flammable material to be red with yellow band or name of contents stenciled in yellow. 2. Orange: Moving or rotating parts of equipment protected by guards, including shafts and couplings,pulleys, and sprockets. (Do not paint wearing surfaces.) 3. Yellow: Caution signs and all physical hazards, including outside levers and weights on check valves, lower pulley blocks and hooks, sprockets and chains on valve operators, inside of openings adjacent to step or ladders, platforms provided for vertical ladders at transition levels, exposed unguarded edges of pits,platforms, and walls subject to being struck, and any piping or equipment extending into normal operating areas. 4. Green: To designate "Safety" and location of first-aid equipment such as gas C3001 - 2/7 08/03/2004 masks, first-aid kits, and safety deluge showers. 5. Black and White: To indicate areas that must remain clear, such as areas around first-aid, fire fighting and other emergency equipment. PART 3 -EXECUTION 3.01 SURFACE PREPARATION A. Concrete Surfaces 1. Prior to painting, surfaces to be free of all latent matter, burrs, and fins, using one or more of the following methods. a. Wash concrete surfaces with 10 percent solution of muriatic acid, then wash clean and free of scale, mortar, dust, moisture, and other foreign matter. b. Sandblasting may be used only if machinery or other equipment in vicinity of work is adequately protected. Also, avoid settling of dust or grit on freshly painted surfaces. c. Remove oil and grease with detergent and thoroughly rinse with fresh water. 2. If curing compound is used, it must be removed prior to coating. B. Metal Surfaces 1. Clean metal surfaces by sandblasting in shop as required by Table 1, and leave clean, dry, and ready to receive prime coat. Provide moisture separators to effectively remove all oil and free moisture from air supply. Remove all dust and sand from surfaces by brushing or blowing with clean, dry air, and remove all sand and grit around and between joints of connecting members. 2. Perform field sandblasting only if required to correct unsatisfactorily cleaned and shop-primed metal and when approved by Engineer. 3. Removal of Oil and Grease: Remove oil and grease with a solvent approved by coating manufacturer, or by steam combined with detergent. Use of gasoline,kerosene, naphtha, or carbon tetrachloride not permitted. 4. Brushing, Scraping, Grinding, and Chipping: In field work, if sandblasting is not possible, scrapers, wire brushes, and other suitable grinding or chipping tools may be used for removal of existing paint coatings prior to repainting, or for cleaning, before applying second coats. 5. Surfaces which have been cleaned but which have started to show signs of rust or dirt are to be cleaned again prior to coating at no additional expense to Owner. Surface to be coated on same day as cleaned. 3.02 APPLICATION OF PAINT AND PROTECTIVE COATINGS A. General: Use one convenient location for storing and mixing of materials, and keep C3001 - 3/7 08/03/2004 fire extinguisher available in this area as long as location is used for such purpose. Protect floors, and all other areas where work is done, with suitable drop cloths, and remove oily rags and waste from building at close of each day's work. On completion of operations, remove all spots, oil, and stain from all surfaces and leave entire project in clean condition as far as this work is concerned. Remove from premises all containers and debris resulting from this work. B. Thinners and Solvents: Use only those thinners and solvents specified in paint formulas of paint being used, and mix in proportions recommended by paint manufacturer. C. Coverage: As recommended by paint manufacturer, and sufficient to obtain minimum mil thickness specified. Do not exceed maximum thickness specified by manufacturer, if applicable. After final coat is applied, check with elecometer or Mikotest dry film thickness gauge. D. Drying Time: Between successive coats, allow drying time as specified by paint manufacturer. E. Brush Application 1. Brushes: Use first-quality hog hair or suitable synthetic bristle brushes. Use of horse hair bristle brushes not permitted. Keep brushes clean and free from accumulation of dried paint or dirt, and when brushes for oil or varnish base paints are not in use, keep them suspended in raw linseed oil bath. Clean brushes with turpentine or mineral spirits before reuse. 2. Application: Apply in uniform thickness consistent with specified coverage and with sufficient cross-brushing to ensure filling of surface irregularities. Exercise particular care in painting around bolt heads and nuts and in corners and other restricted spaces. F. Spray Application: Apply with adjustable air gun equipped with suitable water trap to remove moisture from compressed air, and with paint pot having hand agitator. Apply with width of spray not less than 12 inches or more than 18 inches, and with suitable pressure for particular type of paint being used. Make frequent checks to ensure correct spreading rate and coating, and apply without sags, runs, or "orange peel" effect. Correct all such imperfections. Take special care to cover edges, corners, and bolt heads,without bridging over of paint film. G. Metal Surfaces 1. Shop-prime metal surfaces prior to delivery to jobsite. 2. After delivery and prior to installation, keep all coated metal surfaces clean and free from corrosion. Clean and touch up or repaint damaged areas with additional primer. 3. After erection or installation of metal work, clean and touch up all rust spots, all places where primer has been rubbed or scraped off, and all bolts and C3001 - 4/7 08/03/2004 nuts. After previously applied paint has hardened, and when surfaces to receive succeeding coats of paint have been cleaned and dried, apply finish paint in accordance with Tables 1 and 2. Allow 5 days or more as recommended by coating manufacturer for hardening of final coat for submerged surfaces. 4. Factory-Finished Equipment: After installation of factory-finished machinery and electrical equipment, check base coats carefully and touch up all damaged surface areas. Do not paint nameplates, serial number bases, chrome, or bronze trim. Clean off any excess paint that impairs convenient removal of covers on gauges, instrumentation, or other equipment fitted with doors or covers. 5. Factory-Primed Equipment: Delay final field coating to manufacturer's primed equipment until equipment has been installed and is in proper working order in accordance with the applicable Item. H. Provide protection for adjacent property or properties from windblown sandblasting sand, paint, and other debris. Schedule field operations to avoid settling of dust or grit on freshly painted surfaces, and adequately protect machinery or other equipment in vicinity of sandblasting work. I. Provide Engineer with necessary equipment for access to observe all areas before first coat and after each coat. J. Provide Engineer with proper safety equipment for observation. K. Provide adequate ventilation for proper curing. 3.03 SPECIAL REQUIREMENTS A. Cast iron or ductile iron piping and valves for interior and exterior installation with a factory-applied bitumastic or asphaltum varnish coating to be solvent and power brush cleaned (remove all globules of bituminous material) and coated with compatible material prior to finish system. If finish system not applied within 24 hours, surfaces to be retreated. Sandblasting is not required. B. Provide electrical flaw detection equipment such as a Tinker Rasor Holiday Detector to test areas of coatings to be submerged. Test to be performed before equipment is put into operation. 3.04 MEASUREMENT AND PAYMENT No separate payment for work performed under this Item. Include cost of same in Contract price bid for work of which this is a component part. C3001 - 5/7 08/03/2004 TABLE NO. 1 SYSTEM SCHEDULE Table No.2—Material Reference Type of 1st 2nd 3rd Minimum Total Surface Exposure Cleaning Primer Coat Coat Coat Mil Thickness Exterior Manufacturers 1 — — N/A Clay or Brick Spec. — Masonary Exterior Manufacturers — 2 4 4 3.0 Concrete Block Spec. (Finish Coat) Buildings Concrete 3.0 Block Interior Para 3.01 A. — 3 4 4 (Finish Coat) Walls Concrete Walls Interior Para 3.01 A. — 3 4 4 3.0 and Ceilings (Finish Coat) Exterior Manufacturer's Wood & Spec. 10 11 11 — 4.5 Interior Metal Doors, Exterior Frames and & NACE-#4 18 9 — — 4.0 Windows Interior Structural and Misc.Steel, Exterior NACE-#2 16 18 9 — 7.0 Control Panels Structural and Misc.Steel, Interior NACE-#3 16 17 — — 5.5 Control Panels Piping and Interior NACE-#3 16 17 — _ 5.5 Valves Exterior NACE-#2 16 18 9 7.0 Factory Finished Exterior Machinery, & Hand 5' 8" 8" — 4.5 Electrical and Interior Clean Motors""" Galvanized Solvent Interior 15 17 — — 2.9 Steel Cleaning Galvanized Steel and Solvent Galvanized Exterior Cleaning 15 18 9 — 4.4 Pipe Conduit Threads Wastewater Treatment Plant Equip. Submerged NACE-#2 7 13 13 — 22 Piping"" Steel Sheet Submerged NACE-#2 7 13 13 — 22 Piling Potable Water Treatment Plant Submerged NACE-#2 7 12 — — 8.0 Equipment, Piping* Valves and Bolting on C.I. Buried — 14 14 — 32 Pipe Wastewater Interior Para.3.01 A. 6 13 13 — 22 Wet-Well Surfaces * Optional:Use manufacturer's standard primer if compatible with specified finish coats. ** Optional:Use manufacturers standard finish coat. """ Use coating system per equipment item specified. """" Coating must have AWWA approval. Note: NACE -Reference to National Association of Corrosion Engineers. C3001 - 6/7 08/03/2004 TABLE No. 2 Paint.Sealer and Coating Schedule Min. Dry Mils Per Symbol Coat* Service Generic Type Brand and Manufacturer 1 NA Primary Sealer Chemical Penetrant 46-V-6 Silikote Water Repellent-Mobil 2 NA Weatherproof Primary Acrylic Emulsion 600 Emulsion—Koppers Concrete&Marsonary Sealer Filler 79-W-1 Exterior Latex Primer-Valspar Amercoat 5625-Ameron Cook Corocryl 827 Series 3 NA Primary Sealer Vinyl-Acrylic Emulsion 600 EMulsion—Koppers Concrete&Marsonary with epoxy esters Filler 79-W-8 Block Filler—Valspar Amercoat 5625. Ameron Cook Corocryl 304 Block Filler 4 1.5 Finish Coat Acrylic Emulsion Koppers-600-Koppers 79 Series Exterior Latex- Valspar Americoat 5801-Ameron Cook Corocryl 827 Series 5 1.5 Metal Primer Alkyd,Zinc Chromate Penetrating Primer No.622--Koppers 13-R-50 Chromox Primer-Valspar Amercoat 5105 Ameron Cook Co-Poly Primer 920-Y-134 Inorganic Coatings,Inc.P21 Epoxy 6 2.0 Metal Primer Polyamide-Cured Expoy 654-Epoxy Primer-Koppers 13-R-56 Epoxy Primer Resin Valspar Amercoat 71-Ameron Cook Co-Poly Primer 920-Y-134 Inorganic Coatings,Inc.P21 Epoxy 7 2.0-4.0 Metal Primer Polyamide-Cured Expoy Epoxy Coating Hi-Gard-Koppers 78-Series High (as recommended) Resin Build Epoxy with 50%Valspar 7-T-35 Valspar Amercoat 395(off White)-Ameron Cook Epicon MW 920-W-965 Inorganic Coatings,Inc.P21 Epoxy 8 1.5 Finish Coat Alkyd,Straight Long-Oil Rustarmor 500 Enamel—Koppers 12 Series Panorama Coatings-Valspar Amercoat 5401 Ameron Cook 801 Enamel 9 2.0 Finish Coat Aliphatic Urethane Inorganic Coating,Inc.P35 Urethane Dupont Imron 326 Devoe-Napko 369 Pruthane 10 1.5 Wood Primer Oil Base Thin Rustarmor 500 with 15%Koppers 400— Koppers 17-W-4 Exterior First Coater-Valspar Cook 307 11 1.5 Finish Coat Alkyd,Straight Long-Oil Rustamor 500 Enamel—Koppers 20 Series M.F. Enamel-Vaspar Cook 801 Enamel Amercoat 5401 -Ameron 12 4.0&6.0 Submerged Steel or Polyamide-Cured Epoxy Epoxy Coating Hi-Gard Koppers 78-Series High (as recommended) Iron,and Concrete Resin Build Epoxy-Valspar Amercoat 395(White) Ameron Cook Epicon MW 930-W-965 Inorganic Coatings,Inc.P29 Coal Tar Epoxy 13 10.0 Submerged Steel or Coal-tar Epoxy Two 300-M--Koppers Co.578-J-1 High Build Coal Tar Iron Componet Epoxy-Valspar Amercoat 330 Ameron Cook Coal Tar Epoxy 920-B-950 InOrganic Coatings,Inc. P29 Coal Tar Epoxy 14 16.0 Buried Steel or Iron Tar-base Pitch Bitumastiv No.50--Koppers 35-J-10 High Build Bituminous Coating Valspar 15 0.4 Galvanized metal Vinyl Wash Primer 40 Passivator—Koppers 13-Y-8 Val-Chem Vinyl primer Wash Primer-Valspar Amercoat 178 Inorganic Coatings,Inc.B11 Wash Primer Cook 900-Y-002 Vinyl Wash Primer 16 3.0 Steel Above Ground& High Ratio Silicate Inorganic Coatings,Inc.IC531 Dupont 347 WB AboveWayerline Inorganic Zinc Inorganic Zinc Devoe-Napko Zinc Prime 9z 17 2.5 Steel Interior Ployamide Cured Epoxy Inorganic Coatings Inc.P24 Epoxy Cupont Corlar Resin 823 Devoe-Napko 545 Epoxy 18 2.0 Intermediate Finish Epoxy Primer Inorganic Coatings,Inc.P21 Epoxy Dupont Corlar 823 Devoe-Napko Chemfast 545 Buff * Or Manufacturer's standard,whichever is greater. Do not exceed manufacturer's maximum standard,if applicable. ** For potable water use. C3001 - 7/7 08/03/2004 ITEM NO. C3007 — SEALANTS PART 1 - GENERAL 1.01 DESCRIPTION A. Section includes: Provide elastomeric joint sealants, joint backer materials and accessories needed to ensure a complete and durable weather tight seal at all locations indicated on plans. 1.02 SUBMITTALS A. Product Data: 1. Materials list of items proposed to be provided under this Section; 2. Manufacturer's specifications and other data needed to prove compliance with the specified requirements; 3. Shop Drawings or catalog illustrations in sufficient detail to show installation and interface of the work of this Section with the work of adjacent trades; 4. Manufacturer's current recommended installation procedures which, when reviewed by Engineer, will become the basis for accepting or rejecting actual installation procedures used on the work. 5. Certification from sealant manufacturers that their products are suitable for the use indicated and comply with specification requirements. B. Samples of sealant for color selection and approval. 1.03 MANUFACTURERS Approved Product Manufacturers as listed but not limited to: Dow Corning Corporation, Pecora Corporation, Sika Corporation, Tremco Incorporated, or Sonneborne. PART 2 —PRODUCTS 2.01 MATERIALS A. Accessories 1. Backer Rod: Minimum 1/8-inch diameter greater than joint width for joints less than 3/4-inch wide. Use 1-inch diameter rod for joints 3/4-inch wide. Use Sonofoam as manufactured by Sonneborn Contech, Ethafoam SB as manufactured by Dow Chemical U.S.A., or equal. C3007— 1/6 08/03/2004 B. Elastomeric Sealants 1. Sealant Type A: a. For exterior joints in vertical surfaces and non-traffic horizontal surfaces such as, but not limited to: 1) Control and expansion joints in cast-in-place concrete. 2) Joints between architectural precast concrete units. 3) Control and expansion joints in unit masonry. 4) Butt joints between metal panel. 5) Joints between marble or granite. 6) Joints between different materials listed above. 7) Perimeter joints between material listed above and frames of doors, windows, storefronts, louvers and similar openings. 8) Control and expansion joints in ceiling and overhead surfaces. b. Provide single-component or multi-component, low-modulus, non-sag sealant; comply with ASTM C920, Type S or M, Grade NS, Class 25. 2. Sealant Type B: a. For interior joints in vertical surfaces and non-traffic horizontal surfaces such as, but not limited to: 1) Control and expansion joints on exposed interior surfaces of exterior walls. 2) Perimeter joints on exposed interior surfaces of exterior openings. 3) Joints on precast beams and planks. 4) Perimeter joints between interior wall surfaces and frames of interior doors, window, storefronts, louvers, elevator entrances and similar openings. 5) Trim or finish joints subject to movement. b. Provide single-component or multi-component, low-modulus, non-sag sealant. 3. Sealant Type C: a. For exterior and interior joints in horizontal and sloped traffic surfaces such as, but not limited to: 1) Control, expansion and isolation joints in cast-in-place concrete. 2) Control, Expansion and isolation joints in structural precast concrete units. 3) Joints between architectural precast concrete paving units. 4) Tile control and expansion joints. 5) Joints between different materials listed above. b. Provide single-component or multi-component, low-modulus, non-sag sealant. Comply with ASTM C920, Type S or M, Grade P or Ns, Class 25. 4. Sealant Type D: C3007—2/6 08/03/2004 a. For interior joints in vertical and horizontal surfaces requiring pick-resistant security sealant such as, but not limited to: 1) Control and expansion joints on exposed interior surfaces of exterior walls. 2) Perimeter joints on exposed interior surfaces of exterior openings. 3) Perimeter joints between concrete surfaces and frames of interior doors, windows and elevator entrances. 4) Trim or finish joints subject to minimal movement. b. Provide a single-component or multi-component, non-sag polyurethane sealant. 5. Sealant Type E: a. For exterior and interior joints in vertical and horizontal surfaces of potable water storage areas. b. Provide single-component or multi-component polyurethane sealant certified by National Sanitation Foundation as conforming to the requirements of NSF Standard 61-Drinking Water System Components-Health Effects; comply with ASTM C920, Type S or M, Grade P or NS, Class 25; select color from the NSF listing. 6. Sealant Type F: a. For interior joints in vertical and horizontal surfaces where incidental food contact may occur. b. Provide single component or multi-component sealant complying United States Department of Agriculture (USDA) guidelines for incidental food contact with the cured sealant; comply with ASTM C920, Type S or M, Grade P or NS, Class 25; select color from listing of those approved. 7. Sealant Type G: a. For exterior joints in horizontal concrete surfaces such as airport runways, refueling aprons, highways and other areas subject to fuel spillage. b. Provide multi-component, self-leveling, jet-fuel resistant polyurethane sealant meeting Federal Specification SS-S-200E, Type H. 8. Sealant Type H: a. For exterior vertical joints in Exterior Insulation and Finish Systems. b. Provide a single-component or multi-component sealant; comply with ASTM C920, Type S or M, Grade NS, Class 25, comply with EIMA 300.01. 9. Sealant Type I: a. For interior or exterior joints in vertical surfaces between laps in fabrications of sheet metal. 10. Sealant Type J: a. For exterior vertical joints under metal thresholds and saddles or as bedding sealant for sheet metal flashing and frames of metal or wood. C3007—3/6 08/03/2004 PART 3 - EXECUTION 3.01 SURFACE CONDITIONS A. Coordinate as required with other trades to assure proper and adequate provision in the work of those trades for interface with the work of this Section. B. Applicator shall examine the areas and conditions under which work of this Section will be performed. 1. Verify conformance with manufacturer's requirements; 2. Report unsatisfactory conditions in writing to the Engineer; 3. Do not proceed until unsatisfactory conditions are corrected. 3.02 PREPARATION A. Prepare surfaces to receive sealants in accordance with sealant manufacturer's instructions and recommendations except where more stringent requirements are indicated. B. Thoroughly clean joint surfaces using cleaners approved by sealant manufacturer whether primers are required or not. 1. Remove all traces of previous sealant and joint backer by mechanical methods, such as by cutting, grinding and wire brushing, in manner not damaging to surrounding surfaces. 2. Remove paints from join surfaces except for permanent, protective coatings tested and approved for sealant adhesion and compatibility by sealant manufacturer. 3. Remove wax, oil, grease, dirt film residues, temporary protective coatings and other residues by wiping with cleaner recommended for that purposes. Use clean, white, lint-free cloths and change cloths frequently. 4. Remove dust by blowing clean with oil-free, compressed air. C. Provide joint backer material uniformly to depth required by sealant manufacturer for proper joint design using a blunt instrument. 1. Fit securely by compressing backer material 25 percent to 50 percent so no displacement occurs during tooling. 2. Avoid stretching or twisting joint backer. D. Provide bond-breaker where indicated or recommended by sealant manufacturer, adhering strictly to the manufacturer's installation requirements. E. Prime joint substrate where required. C3007—4/6 08/03/2004 1. Use and apply primer according to sealant manufacturer's recommendations. 2. Confine primers to sealant bond surfaces; do not allow spillage or migration onto adjoining surfaces. F. Taping: 1. Use masking tape where required to prevent sealant or primer contract with adjoining surfaces that would be permanently stained or otherwise damaged by such contact or the cleaning methods required for removal. 2. Apply tape so as not to shift readily and remove tape immediately after tooling without disturbing joint seal. 3.03 INSTALLATION A. Provide the approved sealant system where shown on the Drawings, and in strict accord with the manufacturer's recommendations as approved by the Engineer. B. Install sealants immediately after joint preparation. C. Mix and apply multi-component sealants in accord with manufacturer's printed instruction. D. Install sealants to fill joints completely from the back, without voids or entrapped air, using proven techniques, proper nozzles and sufficient force that result in sealants directly contacting and fully wetting joint surfaces. E. Install sealants to uniform cross-sectional shapes with depths relative to joint widths that allow optimum sealant movement capability as recommended by sealant manufacturer. F. Tool sealants in manner that forces sealant against back of joint, ensures firm, full contact at joint interfaces and leaves a finish that is smooth, uniform and free of ridges, wrinkles, sags, air pockets and embedded impurities. 1. Dry tooling is preferred; tooling liquids that are non-staining, non-damaging to adjacent surfaces and approved by sealant manufacturer may be used if necessary when care is taken to ensure that the liquid does not contact joint surfaces before the sealant. 2. Provide concave tooled joints unless otherwise indicated to provide flush tooling or recessed tooling. 3. Provide recessed tooled joints where the outer face of substrate is irregular. G. Remove sealant from adjacent surfaces in accord with sealant and substrate manufacturer's recommendations as work progresses. C3007—5/6 08/03/2004 H. Protect joint sealants from contact with contaminating substances and from damage. Cut out, remove and replace contaminated or damaged sealants, immediately, so that they are without contamination or damage at time of substantial completion. 3.02 MEASUREMENT AND PAYMENT No separate payment for work performed under this Item. Include cost of same in Contract price bid for items of which this work is a component part. C3007—6/6 Std. 08/03/2004 ITEM NO. H1001 - DUCTILE IRON PIPE AND CAST IRON AND DUCTILE IRON FITTINGS PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Includes piping 3 inches and larger for buried and exposed systems. B. Work Specified Elsewhere 1. PLANS show pipe class, thickness class, type joints, and service pressure for flanged joints. 2. Coating: Item C3001 —"Painting and Protective Coating". 3. Other related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. 1.02 QUALITY ASSURANCE A. Certification 1. Pipe used in domestic water distribution systems to have Underwriters' label and be acceptable to local and state authorities without penalty. 2. Furnish, when requester, affidavit of compliance in accordance with ANSI/AWWA C 151/A21.51 for pipe 6 inches and larger; AWWA C 1111 AND Federal Specification WW-P-42ID for single gasket, push-on type joint. 1.03 SUBMITTALS Submit the following in accordance with Contract Documents. A. Detailed dimensioned fabrication and installation drawings for piping, fittings, and specials. B. Affidavit of compliance as per QUALITY ASSURANCE. C. Sworn statement that inspection and all tests have been made and meet the requirements of AWWA C 151. D. Certified test reports for flanged pipe in quadruplicate for shop testing required as per paragraph 2.01 D.2. 1.04 PRODCUT DELIVERY, STORAGE, AND HANDLING A. Use hoists, slings, skids, or other means to avoid damage. Piping not to be dumped. Any damaged, chipped, or cracked casting to be replaced at Contractor's expense. H1001 - 1/3 B. Protect flange surface and threads at all times and keep interiors free of all foreign matter. PART 2 - PRODUCTS 2.01 MATERIALS A. General: Fabrication dimensions and accuracy of fabrication are responsibility of Contractor. B. Pipe 1. Ductile Iron: Per ANSI/AWWA C 151/A2151. 2. Thickness Class As shown on PLANS and minimum for flanged pipe per ANSI/AWWA C150/A21.50. C. Fittings, Flanges, and Joint Material 1. Fittings: Per ANSI/AWWA C110/A21.10. 2. Flanges: ANSI/AWWA C115/A21.15. Use ductile flanges on ductile pipe and cast iron flanges on cast iron pipe. 3. Nonflanged Joint Material a. Rubber Gaskets for Water and Sewage Service: Per ANSI/AWWA C111/A21.11. b. Rubber Gaskets for Diffused Air Systems (10 psi and 190 deg. F Service): Use MIL-R-83248 fluoroelastomer such as Dupont's Viton or 3M's Fluorel. D. Flanged Pipe 1. Shop thread, machine tight, and face in machine shop equipped for this type work and conforming to the requirements of ANSI/AWWA C1115/A21.15. 2. Shop test, hydrostatically, each flanged pipe piece at 75 psig for pump suction pipe and at 150 psig for pump discharge piping. E. Gaskets 1. For water and sewage, use rubber gasket conforming to Appendix to ANSI/AWWA C111/A21.11. 2. For air service, use 1/16-inch full-face asbestos gaskets, factory cut. F. Bolts and Nuts. ASA B16.1; use studs with nuts on each end for pipe sizes 54- inch and larger. 1. Aboveground: Black Steel. 2. Underground: Cadmium plated. 2.02 COATING AND LINING A. Exterior Coating 1. Buried Pipe and Fitting: Bituminous coated, not less than 1 mil thick. Wrap pipe and fittings with polyethylene film 8 mils thick in accordance with ANSI/AWWA C105/A21.5. H 1001 - 2/3 2. Exposed Pipe and Fittings: Prime and paint as per Item C3001 "Painting and Protective Coating". B. Interior Lining 1. Air Service: Bituminous coated, not less than 1 mil thick. 2. Water Service: Cement mortar lined per ANSI/AWWA C 104/A21.4. 3. Sewage Service: a. Cement mortar lined in accordance with ANSI/AWWA C104/A21.4. b. Bituminous coated, not less than 1 mil thick, and conforming to all appropriate requirements for seal coat in AWWA C 104. c. Polyethylene lined with 40 mils thickness nominal (35 mils minimum). Lining to be a blend of High-Density and Low- Density polyethylene powders complying with ASTM D1248. C. Wrap underground ductile iron piping and all fittings with polyethylene film in accordance with ANSI/AWWA C105/A21.5. 2.03 FLEXIBLE COUPLINGS Dresser: Long Sleeve unless shown otherwise, Style 38; equivalent by Smith-Blair or Baker. Harness when required for thrust restraint. 2.04 WALL PIPES Unless otherwise shown on PLANS, wall pipes to be cast or ductile iron with an intermediate wall collar. End connections to be shown on PLANS. PART 3 - EXECUTION 3.01 INSTALLATION As per applicable Item. 3.02 MEASUREMENT AND PAYMENT No separate payment for work performed under this item. Include cost of same in contract price bid for work of which this is a component part. H1001 - 3/3 Std. 08/03/2004 ITEM NO. H 1110—BRONZE VALVE PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Furnish and install bronze gate, globe, needle, ball, and check valves sizes 3 inches and smaller as shown on PLANS and as specified herein. B. Work Specified Elsewhere: PLANS or Special Provision shows valve types, sizes, end connections, and locations. 1.02 QUALITY ASSURANCE A. Manufacturer: Crane, Stockham,NIBCO, or equal. B. Standardization: All valves of a given type to be by single manufacturer. 1.03 SUBMITTALS Submit the following in accordance with Contract Documents. A. Catalog bulletins and/or other manufacturer's literature fully describing construction of valves, materials used and reference standards for same, pressure rating, and dimensions. Mark out inapplicable material, including options not being furnished. B. Manufacturer's installation instructions. 1.04 PRODUCTS PROTECTION A. Delivery: Package valves to prevent damage in handling or transit. B. Storage: Protect valves from the elements. PART 2 - PRODUCTS 2.01 GENERAL A. Valves to be suitable for water, air, or gas service. B. Unless otherwise shown on PLANS, maximum nonshock working pressure for all valves to be 200 psi. 2.02 CONSTRUCTION AND MATERIALS H1110 - 1/2 Std. 08/03/2004 A. Gate Valves 1. Features: Rising stem with solid wedge and union bonnet. 2. Body and Trim: Bronze. B. Globe Valves 1. Features: Union bonnet, integral seat, and field replaceable disc. 2. Body and Bonnet: Bronze. 3. Disc: Buna-N or Teflon. C. Needle Valves 1. Features: Globe body with needle point type regulating stem and union bonnet. 2. Body and Stem: Bronze or copper-silicon alloy. 3. Packing: Machined TFE cylinder. D. Ball Valves 1. Features: Chromium plated ball, reinforced TFE seats and stuffing box ring, blow-out stem design, and adjustable packing gland. 2. Body and Stem: Bronze - Cast. 3. Packing: Reinforced TFE. E. Check Valves 1. Features: Y-pattern swing type with screwed cap. 2. Body and Cap: Bronze. 3. Disc a. 1/4 to 3/4 inches: Brass. b. 1 to 3 inches: Bronze. PART 3 - EXECUTION 3.01 INSTALLATION A. Check for proper operation prior to installation. B. Install in accordance with manufacturer's written instructions. 3.02 MEASUREMENT AND PAYMENT No separate payment for materials furnished and installed under this Item. Include all costs in Contract price bid for items of which it is a component part. H1110 - 2/2 Std. 08/03/2004 ITEM NO. H2001 - JOINTING CAST IRON AND DUCTILE IRON PIPING PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Covers procedures for making up joints for piping systems. 1. PLANS show types of joints required. 2. Other related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. PART 2 - PRODUCTS 2.01 MATERIALS As specified in Item No. H 1001 - "Ductile Iron Pipe and Cast Iron and Ductile Iron Fittings." PART 3 - EXECUTION 3.01 INSTALLATION A. Bell and Spigot Boltless Gasketed Joints 1. Preparation of Pipe Ends: Removal from bell and spigot ends all lumps, blisters, excess coal-tar coating, oil and grease, then wire brush and wipe clean and dry before laying pipe. 2. Installation of Ring Gasket: Wipe gasket seat in socket with clean dry cloth. Place gasket with large end entering first. Spring gasket into seat in bell so that groove fits overhead in seat. Apply thin film of lubricant to inside surface of gasket. 3. Setting Spigot: Align spigot with bell and start into bell so that it contacts gasket. Apply lubricant to engaging surface of spigot if necessary. Pipe 6 inches and smaller may be driven with a bar lever on end of pipe. For larger pipe, use only approved ratchet-type jacking tool to pull pipe "home". B. Mechanical 1. Wash socket and plain end with soapy water, then slip gland and gasket over plain end. Face small side of gasket and lip of gland to bell. 2. Point gasket with soapy water. 3. Push gasket into position, being sure it is evenly seated in socket. 4. Slide gland into position, insert bolts, and run nuts up finger tight. 5. Tighten bolts to uniform tightness with ratchet wrench. First tighten bottom bolt, then top, and on around in sequence of 180 degrees apart. C. Flanged 1. Threading and Tightening Flanges: As specified Item No. H 1001 - "Ductile Iron Pipe and Cast Iron and Ductile Iron Fittings." H2001 - 1/2 2. Setting Gasket: If non-graphite gaskets are used, apply graphite and water solution to gasket before placing on flange. Wire-brush flange and clean inside of pipe before placing gasket. 3. Tightening Bolts: After initial alignment, place flange bolts with all heads in same direction. Tighten flange bolts, each in turn, at uniform rate around joint until all are tight. 3.02 MEASUREMENT AND PAYMENT No separate payment for work performed under this Item. Include cost of same in Contract price bid for work of which this is a component part. H2001 - 2/2 10/13/2005 ITEM NO. J1002 - POLYVINYL CHLORIDE (PVC) SEWER PIPE AND FITTINGS PART 1 - GENERAL 1.01 DESCRIPTION A. Scope of Work: Furnish Polyvinyl Chloride (PVC) Pressure Rated Pipe and fittings of size(s) shown on PLANS for use in sanitary sewer construction. B. Related Work Specified Elsewhere: Item J2001 - "Construction of Underground Lines." 1.02 QUALITY ASSURANCE TESTS: Sewer pipe shall be tested in accordance with Item J2005 - "Low Pressure Air Test- Sanitary Sewer Lines." PART 2—PRODUCTS 2.01 MATERIALS A. Pipe and Fittings 1. Pipe and fittings shall be made of PVC having a cell classification of 1245B (PVC 1120)per ASTM-D-1784. 2. Pipe and fittings shall conform to the requirements of ASTM-D-2241 Standard Specification for "Polyvinyl Chloride (PVC) Pressure-Rated Pipe (SDR 26 - Class 160)", and shall be furnished with integral bell gasketed joints. B. Lubricant: Lubricant used for assembly to have no detrimental effect on gasket or pipe and to be used in accordance with pipe manufacturer's recommendations. PART 3 - EXECUTION 3.01 INSTALLATION A. Trenching and Backfill: To be in accordance with Item J2001 - "Construction of Underground Lines." B. Joining: Assembly of joints to be per manufacturer's recommendation. J1002 - 1/2 10/13/2005 C. Connections to Manholes and Other Rigid Structures: Manhole couplings corresponding to size of sewer pipe to be cast directly into a rigid structure such as a manhole or manhole base. Manufactured fittings and adapters may be used for prefabricated manholes. D. Deflection Tests: All pipe to be satisfactorily tested for deflection by pulling a mandrel through the pipe no earlier than THIRTY (30) DAYS after backfilling is complete. Mandrel to have an outside diameter equal to 95% of the original inside diameter of pipe being tested. Mandrel to be pulled by hand line. Should mandrel meet any resistance, Contractor may clean the pipe and repeat test. Any pipe not meeting this test to be removed and replaced at Contractor's expense. 3.02 MEASUREMENT AND PAYMENT Measurement and payment to be made in accordance with Item J2001 - "Construction of Underground Lines." J1002 - 2/2 08/03/2004 ITEM NO. J1005 - HIGH DENSITY POLYETHYLENE (HDPE) PIPE PART 1 - GENERAL 1.01 DESCRIPTION A. Scope of Work: Furnish and install high-density polyethylene pipe and fittings of size(s) shown on plans for use in potable waterline construction. B. Related Work Specified Elsewhere: Item J2001 - "Construction of Underground Lines." 1.02 QUALITY ASSURANCE TESTS: Waterlines shall be tested in accordance with item J2003 - "Hydrostatic Testing of Pressure Lines." PART 2—PRODUCTS 2.01 MATERIALS A. Materials used for the manufacture of HDPE pipe and fittings shall be extra high molecular weight, high density PE 3408 polyethylene resin: The material shall be listed by PPI (Plastics Pipe Institute, a division of the Society of the Plastics Industry) in PPI TR-4 with a 73 degree F hydrostatic design basis of 800 psi. The PPI listing shall be in the name of the pipe manufacturer and shall be based on ASTM D 2837 testing. B. Pipe: Pipe supplied under this specification shall have a nominal DIPS (Ductile Iron Pipe Size) OD unless otherwise specified. The DR (Dimension Ratio) and the pressure rating of the pipe supplied shall be as specified by the engineer. The pipe shall be produced from approved HDPE pipe grade resin with the nominal physical properties outlined in Section III. Pipe having a diameter 3" and larger will be made to the dimensions and tolerances specified in ASTM F 714. C. Fittings: HDPE fittings shall be in acdor4dance with ASTM D 3261 and shall be manufactured by injection molding, a combination of extrusion and machining, or fabrication from HDPE pipe conforming to this specification. The fittings shall be fully pressure rated and provide a working pressure equal to that of the pipe with an included 2:1 safety factor. The fittings shall be manufactured from the same base resin type and cell classification as the pipe itself. The fittings shall be homogeneous J1005 - 1/3 08/03/2004 throughout and free from cracks, holes, foreign inclusions, voids, or other injurious defects. PART 3 - EXECUTION 3.01 INSTALLATION A. Trenching and Backfill: To be in accordance with Item J2001 - "Construction of Underground Lines." B. Jointing: Sections of polyethylene pipe shall be joined by the butt fusion process into continuous lengths at the job site. The joining method shall be the heat fusion method and shall be performed in strict accordance with the pipe manufacturer's recommendations. The heat fusion equipment used in the joining procedures should be capable of meeting all conditions recommended by the pipe manufacturer. Properly executed electrofusion fittings may be used. Extrusion welding or hot gas welding of HDPE shall not be used for pressure pipe applications or fabrications where shear or structural strength is important. Mechanical joint adapters, flanges, unions, grooved-couplers, transition fittings, and some mechanical couplings may be used to mechanically connect HDPE pipe. Refer to the manufacturer's recommendations. C. Pipe Packaging, Handling and Storage: The manufacturer shall package the pipe in a manner designed to deliver the pipe to the project neatly, intact, and without physical damage. The transportation carrier shall use appropriate methods and intermittent checks to insure the pipe is properly supported, stacked, and restrained during transport such that the pipe is not nicked, gouged, or physically damaged. Pipe shall be stored on clean, level ground to prevent undue scratching or gouging. If the pipe must be stacked for storage, such stacking shall be done in accordance with the pipe manufacturer's recommendations. The pipe shall be handled in such a manner that it is not pulled over sharp objects or cut by chokers or lifting equipment. Sections of pipe having been discovered with cuts or gouges in excess of 10% of the pipe wall thickness shall be cut out and removed. The undamaged portions of the pipe shall be rejoined using the heat fusion joining method. Fused segments of pipe shall be handled so as to avoid damage to the pipe. Chains or cable type chokers must be avoided when lifting fused sections of pipe. Nylon slings are preferred. Spreader bars are recommended when lifting long fused sections. J1005 - 2/3 08/03/2004 3.02 MEASUREMENT AND PAYMENT Measurement and payment to be made in accordance with Item J2001 - "Construction of Underground Lines." J1005 - 3/3 10/13/2005 ITEM NO. J2001 - CONSTRUCTION OF UNDERGROUND LINES PART 1 - GENERAL 1.01 DESCRIPTION A. Extent of Work: Furnish all plant, labor, equipment, supplies, supervision and tools, and perform all operations required for construction of underground lines. B. Related Work Specified Elsewhere: Item J2002 "Well Point System", Item J2003 "Hydrostatic Testing OF pressure Lines", Item J3003 "Timber Ordered Left in Trench", Item J3006 "Cement-Stabilized Sand Backfill, Item J3024 "Bank Sand Backfill", and Item J3045 "Trench Excavation and Shoring Safety Plan." 1.02 QUALITY ASSURANCE A. Field Observation: Pipe installed in the permanent work to be placed in the presence of Engineer or his authorized representative. B. Testing of Gravity Sanitary Sewer Line: Leak tests of gravity sewer lines to be per Item J2005 "Low Pressure Air Test-Sanitary Sewer Lines." C. Testing of Pressure Lines: To be tested per Item J2003, "Hydrostatic Testing of Pressures Lines." 1.03 METHODS OF CONSTRUCTION A. Control of Work: Contractor shall be responsible for the control of his work. Engineer reserves the right to verify this control. Contractor may use laser equipment for control. B. For Lines Laid on Grade: Lay and maintain pipe to required lines and grades with specials at required locations, and with joints centered and spigots "home." Lay all lines on grade from downstream to upstream or as directed by Engineer. C. For Lines not Laid to Grade: Lay and maintain pipe and fittings to alignment shown on PLANS. Minimum cover (measured from top of pipe) at street intersection, 5 feet; minimum cover below flow line of drainage ditches, 1 foot 6 inches; minimum cover at other locations, 3 feet 6 inches. Vary depth uniformly to maintain required clearances and depths shown on PLANS. PART 2 - EXECUTION J2001 - 1/11 10/13/2005 2.01 EXCAVATION AND TRENCH PREPARATION A. General: Excavate trench to alignment and depth required. Brace trench and drain as required so work may be accomplished safely and efficiently. All excavations shall be in accordance with Item J3045 "Trench Excavation and Shoring Safety Plan." B. Width of Trench for Pipe Less than 30-inch: Minimum width of outside barrel of pipe plus 12 inches, maximum width of outside barrel of pipe plus 18 inches. For pipes 30- inch and larger, minimum width of outside barrel of pipe plus 24 inches. Excavate and maintain sides of trench vertical for 2 feet above pipe. Above this level, trench may be gently sloped back. Protect existing pavements or utilities as necessary. C. Pipe Foundation: For ordinary bedding, excavate pipe trench to even grade and shape to closely fit lower part of pipe exterior for width of at least 50 percent of pipe breadth to provide uniform bearing for entire length of pipe and provide depressions for bell ends of each pipe. Excavate to grade required for shell, aggregate, or other special bedding. D. Correcting Faulty Grade: Correct any portion of trench excavated below grade with approved material. E. Bell Holes: Provide bell holes of ample dimensions to permit proper jointing. F. Braced and Sheeted Trenches: Sheet and brace all excavations in excess of 5 feet depth to prevent caving. Increase trench width as required and leave sheeting in place until pipe has been laid and backfill compacted to depth of 2 feet over pipe. Sheet and brace in accordance with Item J3045 "Trench Excavation and Shoring Safety Plan." G. Care of Surface Material for Reuse: Keep surface material approved for reuse separate from general excavation material. H. Manner Stockpiling Excavated Material: Stockpile excavated material so as not to endanger work or cause interference with public street and driveways. Keep drainage channel clear or provide other satisfactory means of drainage. I. Open Trench: Engineer may limit amount of trench opened or partially open at any time in advance of completed pipe laying operation, and amount of trench left unfilled. Open not more than 100 feet of trench on any street at one time. Keep streets open where possible. J. Disposition of Defective Materials: Remove rejected backfill materials from excavation operations and dispose of off job site at Contractor's expense. J2001 - 2/11 10/13/2005 K. When requested by Contractor and approved by the Engineer to dewater sewer trench because of groundwater conditions, install, operate, and maintain adequate well point systems in accordance with Item J2002 "Well Point Systems." 2.02 PIPE HANDLING A. Handling and Storage: Unload pipe, fittings, and other accessories at point of delivery: haul to and distribute at site of project. Load and unload materials by use of hoists, skids, or other approved means to avoid damage. Distribute for convenient laying and to cause minimum inconvenience to public. B. Inspection: Before lowering and while suspended, inspect pipe for defects. Inspect rigid pipe tapping with light hammer to detect cracks. C. Pipe Kept Clean: Remove foreign matter from pipe and keep clean by approved means during and after laying. 2.03 PIPE LAYING A. Unsuitable Conditions for Laying Pipe: Lay no pipe in water or when trench condition or weather is unsuitable for such work unless specifically approved by Engineer. B. Nonpressure Concrete and Vitrified Clay Pipe: Nonpressure concrete and vitrified clay pipe shall be installed with Class "A" beddings shown in this item. Lay pipe with ends abutting and true to line and grade. Fit and lay pipe to form smooth and uniform invert. Clean sockets prior to lowering into trench. Commence laying of pipe at lowest point so that spigot ends point in direction of flow. C. Ductile Iron Pipe: Lay ductile iron pipe using either "Ordinary" bedding Class "A" bedding where specified on PLANS and described in this item, with bell ends facing direction of laying. D. PVC and ABS Piping: 1. Sanitary Sewer Construction - PVC and ABS pipe shall be installed using Class `B"Bedding as shown in this item. 2. Waterline Construction - PVC pipe shall be installed using Class "C" Bedding as shown in this item. E. Other Pipe: Lay other types of pipe in accordance with applicable provisions of this or other TECHNICAL SPECIFICATIONS. F. Cutting Pipe: Cut cast or ductile iron pipe with wheel-type cutters or cold chisel. Flame cutting of cast iron pipe not allowed. Make cuts in a neat and workmanlike J2001 - 3/11 10/13/2005 manner without damage to pipe and so as to leave a smooth end at right angles to axis of pipe. Field cutting of PVC and A.B.S. type resin pipe to be per pipe manufacturer's recommendations. G. Temporary Plug: When pipe laying operation is halted, seal open end of pipe with temporary plug. Plug to remain in place until pipe laying operation commences again. 2.04 PLUGGING DEAD ENDS Insert standard plug into bells of all dead ends of pipe. 2.05 CONCRETE BLOCKING Thrust blocking to be used for pressure pipelines at bends, tees, points where reducers or changes in pipe diameter occurs, fire hydrants or flushing valves, and all plugged openings. Use Class "C" concrete having compressive strength not less than 1,500 pounds per square inch. Place blocking against solid ground, with area of bearing of pipe and on ground in each instance as required. Place blocking so that pipe and fitting joints will be accessible for repair. For gravity pipelines, use Class "C" concrete minimum of 6 inches on all sides of pipe for encasing, embedding, or blocking where indicated. Use all materials, including aggregate, cement, and water, and mix and place concrete in accordance with applicable concrete item. 2.06 BACKFILLING A. Time of Backfilling: As soon as practicable after completion of laying and jointing pipe, backfill trench. Trench to be completely backfilled to a point not more than 100 feet behind pipe laying operation. B. Materials: Trenches to be backfilled with select material from the sewer trench excavation, or obtained from other sources, free from stones which will interfere with compaction and free of large lumps which will not break down readily under compaction. Do not use material excavated in large lumps or which cannot be easily broken down or which cannot be spread in loose layers. Materials excavated by trenching machine will generally be suitable for use as backfill. 1. Bank sand backfill, where designated on PLANS, to be in accordance with Item J3024 "Bank Sand Backfill." 2. Cement-stabilized sand, where designated on PLANS, to be in accordance with Item J3006 "Cement-Stabilized Sand Backfill." C. Backfill Procedure at Pipe Zone: In pipe zone, when designated on PLANS, use bank sand, cement stabilized sand or select backfill material, free from rocks and rock fragments, and deposit in trench simultaneously on both sides of pipe for full width of J2001 - 4/11 10/13/2005 trench and to elevation of 12 inches above the top of barrel of pipe. Moisten if necessary, tamp in thin (approximately 4-inch) layers, and thoroughly compact under and on each side of pipe to provide solid backing against external surface of pipe. Walking or working on completed pipeline, except as necessary in tamping or backfilling, not permitted until trench has been backfilled at least 12 inches over top of pipe. Backfill to be compacted to 95 percent in accordance with ASTM D698. Approximate optimum moisture content to be maintained during compaction. D. Backfill Procedure Above Pipe Zone: Place backfill above previously defined pipe zone in accordance with following applicable procedure. 1. For trench through or within 5 feet of existing, proposed or future asphaltic concrete, concrete, asphalt-topped concrete, flexible base with asphalt topping, shell or gravel surfaces either public or private roads, streets or driveways, place cement-stabilized sand backfill above pipe zone in approximate 12 inch layers. Thoroughly compact each 12" layer with a vibratory compactor or roller prior to placing additional layers of cement stabilized said. Bring compacted backfill up to bottom of pavement subgrade 2. For trench located in areas other than those previously stated, and not designated for improvement, place select backfill above pipe zone in 6 to 8 inch layers at near or optimum moisture and thoroughly compact to a density of 90 percent of the maximum in accordance with ASTM D698. E. Rock and Rock Fragment Exclusion: Allow no rock or rock fragment in backfill for at least one foot above top of pipe and allow no stone larger than 8 inches in its greatest dimension in backfill. F. Deficiency of Backfill: Supply any deficiency in quantity of materials for backfilling trenches or for filling depressions caused by settlement. 2.07 RESTORATION OF SURFACES Replace or repair sidewalks, driveway culverts, inlets, curbing, gutters, shrubbery, trees, fences, sod, and other like obstructions removed or disturbed, to condition equivalent to that existing prior to commencement of this work. Use concrete having compressive strength in 28 days of not less than 3,000 pounds per square inch in the replacement of curbing, gutters, inlets, and sidewalk. Use reasonable care in removal and replacement of shrubbery and trees designated to be replaced at original locations. Where at all possible, ditch alignment will be such as to minimize this work. Where tree or shrub deemed sufficiently valuable to save is encountered in excavation, ball in burlap, set aside in wet sand or puddling pit and later reset as required. Contractor not held responsible for subsequent care of plant. Restoration of asphalt-topped flexible base and concrete streets as specified under other items of TECHNICAL SPECIFICATIONS or PLANS. J2001 - 5/11 10/13/2005 2.08 CLEAN-UP Remove from site of work, and from public and private property, temporary structures, rubbish, and waste materials, including excess excavated materials. Dispose of surplus earth as shown on PLANS. Complete cleanup not greater than 500 feet behind pipe laying operation. Pipe-laying operation to be suspended temporarily if complete clean up is further behind than 500 feet. 2.09 MEASUREMENT AND PAYMENT A. For Gravity Pipelines: Measure by linear foot from center of manhole to center of manhole to center of manhole, exclusive of pipe installed in tunnel or augered hole construction, special structures, or other special sections, along pipe of size and at depth installed. Measure depth at manholes, at intervals not to exceed 50 feet between manholes, and at breaks in profile of natural ground from flow line of pipe to natural ground surface over center or pipe. Pay for gravity pipelines, furnished, installed, and measured as stated, at Contract unit prices bid for size and depth measured. B. For Pressure Pipelines: Measure by linear foot from center line of fitting to center line of fitting, exclusive of pipe installed in tunnel construction, special structures, or other special sections, along pipe of size and type installed. If depth of cut is shown on PROPOSAL, measure depth at intervals not to exceed 50 feet and at breaks in profile of natural ground from flow line of pipe to natural ground surface over center of pipe. If depth of cut is not shown on PROPOSAL, no consideration made for depth at which pipe is installed. Pay for pressure pipelines, furnished, installed and measured as stated, at Contract unit prices bid for size and type (and depth, if shown of PROPOSAL) measured. C. Concrete Blocking: No separate payment for concrete used for blocking, backing, encasement, or embedding. D. Rock Excavation: No separate payment for rock excavation when rock is encountered in trenching operation. E. Concrete Curbs, Gutters, and Sidewalks: Measured concrete used in repairing curbs, gutters, and sidewalks by cubic yard in place. Pay for concrete used in repairing curbs, gutters, and sidewalks, measured as stated in Contract unit prices bid for "Extra Concrete" of class installed. F. Street and Driveway Surfacing: As per applicable Item of TECHNICAL SPECIFICATIONS or PLANS. J2001 - 6/11 10/13/2005 G. Restoration of Other Surfaces: No compensation for restoration of surfaces, other than those specifically shown above. H. Bedding and Backfill: No separate payment for bedding and backfill called for under Paragraph 2.06. I. Cement-Stabilized Sand and Bank Sand Backfill: No separate payment for Cement- stabilized Sand and Bank Sand Backfill called for under Paragraph 2.06. J2001 - 7/11 10/13/2005 TRENCH1.* WIDTH NOTES FOR ORDINARY BEDDING /X/j//PTi A - BACKFILL IN ACCORDANCE WH MAX. 1'-6"+0 MIN. 1'-0"+0 PIPE 30-INCH AND LARGER MAX. 2'-0"+0 MIN. 1'-4.'+0 j • m • • P I Nr /\\/ , FIRM SOIL AT GRADE 1DIA/2- ORDINARY BEDDING N.T.S. J2001 - 8/11 10/13/2005 * TRENCH ..{{ NOTE WIDTH I 1. USE FOR ALL STORM SEWERS. 2. USE FOR ALL SANITARY SEWERS WHERE /\/�//' \ \ \ SPECIFIED ON PLANS. //\//�/�ji 3. UNEAREAS CEMENT-STABILIZED C"SANDILIZDEDW WHEN ND BACKFILL j // FOR IN PLANS OR TECHNICAL SPECS. * PIPE LESS THAN 30-INCH j /\ MAX. 1 6"+0 MIN. 1'-0"+0 o PIPE 30-INCH AND LARGER MAX. 2'-O"+0 MIN. 1'-4"+0 BALL ON B&S v NOTES FOR CLASS "A" BEDDING r E A - CEMENT-STABILIZED SAND PLACED //�'�oi BEFORE PIPE IS LAID UP TO FLOW LINE OF PIPE OR MINIMUM DEPTH Be OF 4". / �� m B - CEMENT-STABILIZED SAND, THOROUGHLY \ _ COMPACTED in PLACE AFTER PIPE IS •�••�/ LAID. / a C - SELECT FILL PLACED SAME DAY AS \\ '•\\K�\�,\� SANDNT- A:ILI ED PIPE IS LAID.WITH PA AGAPHC2 06C_KFILL IN ACCORDANCE 2"MI . 4"MIN. D - SELECT FILL PLACED NEXT DAY (OR LATER) AFTER PIPE IS LAID. BACKFILL IN ACCORDANCE WITH PARAGRAPH 2.06D. CLASS "A" BEDDING N.T.S. J2001 - 9/11 10/13/2005 • TRENCH WIDTH ./\6\\V 4// //>/ a NOTES FOR CLASS "B" BEDDING A - BACKFILL IN ACCORDANCE WITH ITEM No. • J2001, ARTICLE 2.06 PARA.D. Lpp B - BACKFILL WITH FIRMLY TAMPED SELECT FILL IN ACCORDANCE WITH o D a' q N THIS DETAIL AND ITEM No. J2001, PVC PIPE Qo d Q Q ARTICLE 2.06 PARA.C. 0 //4"-'04.,� o * PIPE LESS THAN 30-INCH SELECT FILL a q m MAX. 1'-6"+0 o v� MIN. 1'-0"+0 PIPE 30-INCH AND LARGER oa Q ��•.o�/o. o MAX. 2'-0"+0 �� 0 off 0 0 0 0 MIN. 1'-4"+0 \/ /\\ FIRM GRADE AT DE SELECT FILL BEDDING MATERIAL SHALL CONFORM TO THE FOLLOWING GRADATION. PERCENT, BY DRY WEIGHT, PASSING EACH SIEVE (U.S. STANDARD), SQUARE OPENING SIEVE SIZE % PASSING 1 1/2" 100 1" 95-100 1/2" 25-60 #4 0-10 #8 0-5 (ONE TYPE OF MATERIAL MEETING THIS GRADATION IS COMMONLY REFERRED TO AS "No. 57 BAHAMA STONE") CLASS "B" BEDDING N.T.S. J2001 - 10/11 10/13/2005 * TRENCH WIDTH /\/,\, /\//\//, EAL2 ; :: BANKSAND IN ACCORDANCE WITH THIS DETAIL AND ARTICLE 2.06 PARA. C. KrP.►� N PVC PIPE BANKSAND f ��: m - \/ /\/\\ A FIRM GRADE CLASS "C" BEDDING N.T.S. J2001 - 11/11 Std. 10/13/2005 ITEM NO. J2002 - WELL POINT SYSTEM PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Furnish, install, operate and maintain well point system to control groundwater in excavations when requested by Contractor and approved by Engineer. B. Related Work Specified Elsewhere: Per Item A2003 "Structural Excavation and Backfill" or Item J2001 "Construction of Underground Lines." PART 2 - PRODUCTS Not required for this Item. PART 3 - EXECUTION 3.01 CONSTRUCTION METHODS. A. Install well point system parallel to trench line. B. Operate well point system in advance of and during excavation. Continue operation until backfilling is completed. C. Discharge pumped water into storm sewer system or drainage swale away from excavation. D. Upon removal of well point system, backfill holes with select backfill or sand. 3.02 MEASUREMENT AND PAYMENT A. Measurement: "Well Point System" per linear foot parallel to trench line, regardless of whether one or more well point system(s) are used. B. Payment: Pay for"Well Point System"measured as stated above, at Contract unit price bid. C. No payment for "Well Point System" which does not successfully dewater trench. No separate payment for dewatering trench due to rainfall during construction. J2002 - 1/1 10/13/2005 ITEM-NO. J2003 - HYDROSTATIC TESTING OF PRESSURE LINES PART 1 GENERAL 1.01 DESCRIPTION A. Extent of Work: Furnish and perform all operations in connection with hydrostatic testing of pressure lines. B. Time of Testing: After pipe has been laid and backfilled, except prior to replacement of pavement, newly laid pipe to be subjected to hydrostatic testing described herein. PART 2 PRODUCTS 2.01 PERFORMANCE AND DESIGN REQUIREMENTS A. Test Pressure: Any Section being tested, apply pressure such that, at highest point in section, pressure to be 125 pounds per square inch or pressure specified by Special Provision to Item. B. Permissible Leakage: Leakage not to exceed that determined from the following formula: ND-VP L= 7400 Where L=Allowable leakage in gallons per hour. N=Number of rubber gasket joints or rubber seat valves. D=Nominal diameter of pipe valve, in inches. P=Test pressure during leakage test in pounds per square inch. C. Leakage Defined: Leakage is quantity of water supplied into newly laid pipe, or any valved section thereto, necessary to maintain specified leakage test pressure after pipe has been filled with water and air expelled and the specified test pressure has been applied. J2003 - 1/2 10/13/2005 D. Duration of Pressure Test: Exposed joints to be tested for not less than 2 hours with no allowable leakage. Covered joints to be tested for a minimum of 6 hours. If leakage at the end of the 6-hour period exceeds the allowable by less than 18 additional hours. PART 3 EXECUTION 3.01 TESTING A. Procedure: Fill each valved section of pipe slowly with water and apply specified test pressure, measured at point of highest elevation, by means of pump connected to pipe. Furnish pump, pipe connections, and necessary apparatus, gauge and, meters. Furnish necessary labor and assistance for conducting test, all subject to approval by Engineer. B. Expelling Air Before Test: Before applying specified test pressure, expel air form pipe. To accomplish, make taps in pipe, if necessary, at points of highest elevation. On completion of tests, taps to be tightly plugged with brass fittings. C Examining Under Pressure: At intervals during test, inspect route of pipe to disclose leakage greater than that specified; located and repair defective joints or defective pipe until test proves that leakage is within specified allowance. 3.02 MEASUREMENT AND PAYMENT No separate payment for work performed under this Item. Include cost of same in Contract prices for items of which this work is a component. J2003 - 2/2 Std. 10/13/2005 ITEM NO. J2005 - LOW PRESSURE AIR TEST - SANITARY SEWER LINES PART 1 —GENERAL 1.01 DESCRIPTION A. Scope of Work: Furnish all labor, materials, tools and equipment, and perform all operations in connection with low pressure testing on completed sanitary sewer lines. B. Time of Testing: After gravity sanitary sewer line has been laid and backfilled, but prior to replacement of pavement, subject line to low pressure air test. Test shall be performed using equipment and procedure specified herein. C. Contractor's Responsibility: Take such precautions as required to prevent damage to lines and appurtenances being tested. Repair any damage resulting from test at Contractor's expense. All testing to be completed in the presence of the Engineer. PART 2—PRODUCTS 2.01 PERFORMANCE AND MINIMUM DESIGN REQUIREMENTS A. Equipment 1. Pneumatic plugs shall have a sealing length equal to greater than diameter of pipe tested. 2. Pneumatic plugs shall resist internal test pressures without requiring external bracing or blocking. 3. One of the pneumatic plugs shall have inlet tap or other provision for connecting air supply to introduce low pressure air into the line for testing. 4. All air used shall pass through a single control panel. a. From control panel to pneumatic plugs for inflation. b. From control panel to a sealed line for introducing low pressure air. c. From sealed line to control panel for continuous monitoring air pressure in sealed line. 5. Air supply system shall have necessary valves and gauges to control rate at which air enters test section and for reading test results. 6. Pressure gauges shall have minimum graduations of 0.1 psi and an accuracy of plus or minus 0.4 psi. J2005 - 1/4 Std. 10/13/2005 PART 3 - EXECUTION 3.01 PRETESTING PROCEDURES A. Determination of Groundwater Level: In areas where groundwater is known to exist, prior to conducting any tests, Contractor shall provide for determining groundwater level by installing standpipe(s) as described in Item J2009 "Exfiltration Test of Gravity Lines." Immediately prior to performing test the ground water back pressure shall be determined by measuring the height (in feet) of water over invert of pipe. Height shall be divided by 2.3 feet to establish the pounds (psi) of back pressure to be added to all readings. B. Preparations of Sewer Lines 1. Flush and clean sewer line prior to testing thus serving to wet pipe surface as well as removing any debris. 2. Plug all pipe outlets to resist test pressure. 3.02 TESTING PROCEDURES A. Procedures to be as follows: 1. All pneumatic plugs to be seal-tested before being used in test installation. One length of pipe shall be laid on ground and sealed at both ends with pneumatic plugs to be checked. Air shall be introduced into pneumatic plugs to be checked. Air shall be introduced into pneumatic plugs to 25 psig. The sealed pipe shall be pressurized to 5 psig. Plugs shall hold against this pressure without external bracing. 2. Safety precautions shall be carefully observed by Contractor during air testing, recognizing damages from plugs blowing out. No one shall be allowed in manholes during test. 3. Place pneumatic plugs in line at each manhole and inflate to 25 psig. Introduce low-pressure air into sealed line until internal air pressure reaches a pressure of 4 psig plus the average groundwater back pressure. Allow two minutes for internal air pressure to stabilize. 4. When internal air pressure has stabilized and is at or above the test pressure (3.5 psig minimum plus groundwater back pressure), commence test. Disconnect air hose from control panel to air supply. Record pressure drop for test period (see 3.02.A.5). If pressure drops more than 1.0 psig during test period, line is presumed to have failed. Test may be discontinued when prescribed test time has been reached even though 1.0 psig drop has not occurred. 5. For sections of pipe less than 36-inch average inside diameter, the minimum time allowable for the pressure to drop 3.5 pounds per square inch gauge shall be computed from the following equation: J2005 - 2/4 Std. 10/13/2005 T = 0.0850 (D) (K)/ (Q) where T = time for pressure to drop 1.0 pound per square inch gauge in seconds K = 0.000419 (D) (L), but not less than 1.0 D = average inside diameter in inches. L = length of line in feet of same pipe size being tested. Q = rate of loss, 0.0015 cubic feet per minute per square for internal shall be used. Since a K value of less than 1.0 shall not be used, there are minimum testing times for each pipe diameter as follows: Pipe Diameter Min.Time Length for Time for Min.Time Longer Length (inches) (sec.) (feet) (sec.) 6 340 398 0.855 (L) 8 454 298 1.520 (L) 10 567 239 2.374 (L) 12 680 199 3.419 (L) 15 850 159 5.342 (L) 18 1020 133 7.693 (L) 21 1190 114 10.471 (L) 24 1360 100 13.676 (L) 27 1530 88 17.309 (L) 30 1700 80 21.369 (L) 33 1870 72 25.856 (L) For sections of pipe, which have an average inside diameter less than 36 inches, the following option is available. The test may be stopped if no pressure loss has occurred during the first 25% of the calculated testing time. If any pressure loss or leakage has occurred during the first 25% of the testing period, then the test shall continue for the entire test duration as outlined above or until failure. J2005 - 3/4 Std. 10/13/2005 Lines with a 36-inch average inside diameter and larger may be air tested at each joint. If an air test is used, a visual inspection of the line between the joints shall be performed immediately after the air test. The minimum time during a joint test, regardless of pipe size, shall be 20 seconds. B. Retest. Sanitary sewers failing to meet requirements of low pressure air test to be tested again after Contractor has located and remedied defects causing failure. No sanitary sewer to be accepted until the limits of test procedures are satisfied. 3.03 MEASUREMENT AND PAYMENT No separate measurement and payment for work performed under this Item. Include cost of same in Contract unit price bid for Item of which work is component. J2005 - 4/4 10/13/2005 ITEM NO. J3006 - CEMENT - STABILIZED SAND BACKFILL PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Furnish all plant, labor, equipment, supervision, and tools for the furnishing and installation of Cement-Stabilized Sand Backfill as shown on PLANS or as indicated in other items of the TECHNICAL SPECIFICATIONS. B. Related Work Specified Elsewhere: Per Item No. J2001 - "Construction of Underground Lines" for compaction requirements for sanitary sewers, storm sewers, and waterlines. PART 2 - PRODUCTS 20.1 MATERIALS A. Aggregate: Use sand containing deleterious materials not to exceed the following requirements, by weight. Material removed by decantation 5.0% Clay lumps 0.5% Other deleterious substances such as coal, shale, coated grains of soft flaky particles 2.0% Gradation Requirements: Retained on 3/8-inch sieve 0% Retained on 1/4-inch sieve 0%- 5% Retained on 20-mesh sieve 15% - 50% Retained on 100-mesh sieve 80%- 100% Color test ASTM C40- Color not darker than standard color. B. Cement: ASTM C150- Type I. C. Water: Fresh and clean. J3006 - 1/2 11/18/03 PART 3 - EXECUTION 3.01 MIXING Use minimum of 1-1/2 sacks of cement per cubic yard of mixture. Use amount of water required to provide mix suitable for mechanical hand tamping and mix in approved mixer. Stamp tickets at plant with time of loading. Material not in place within one and one-half hours after loading of that has obtained an initial set will be rejected and removed from the site. 3.02 PLACING Place around abutment, wingwalls, structures, inlets, and manholes where indicated only after they have cured at least four days. Place around fiberglass manholes as specified in Item No. J3019 - "Fiberglass Manholes". Place in 4-inch layers and compact each layer with approved power-driven hand tampers. Place in pipe trenches as specified in Item No. J2001 - "Construction of Underground Lines." 3.03 MEASUREMENT AND PAYMENT A. No separate measurement and payment for work performed under this Item. Include cost of same in Contract price bid for items of which this work is a component part. B. "Extra Cement-Stabilized Sand Backfill," when approved by Engineer, to be measured by cubic yard compacted in place. Pay for "Extra Cement-Stabilized Sand Backfill"at Contract unit price bid. J3006- 2/2 10/13/2005 ITEM NO. J3010- SEWER LINE SPECIALS PART 1 -GENERAL 1.01 DESCRIPTION A. Extent of Work. Furnishing all plant, labor, material, equipment, supplies, supervision, and tools, and performing all operations in connection with the furnishing and installation of sewer line specials. PART 2 -PRODUCTS 2.01 PERFORMANCE AND DESIGN REQUIREMENTS A. Materials 1. Pipe "Wye" and "Tee" Fittings. As specified under applicable Item of TECHNICAL SPECIFICATIONS. 2. Pipe "Saddle" to be epoxy coated bronze with double stainless steel straps; "Certainteed"Tee Saddle(Rubber gasket or equal)Catalog No. 58254-58260 Series or Equal. 3. Cast Iron for Castings. Conform to ASTM A48, Class No. 20 gray cast iron. 4. Concrete for Blocking and Encasing. "Class C," as specified in applicable Item of TECHNICAL SPECIFICATIONS. PART 3 - EXECUTION 3.01 CONSTRUCTION METHODS A. General. Unless otherwise directed, install four or six-inch branches terminating in hub. The run of pipe to be the same type as used in sewer construction. Correct omission required special during construction of sewer at no extra cost to Owner. Leave specials uncovered until their locations have been recorded by the Engineer. Permanent plugs not to be installed in the ends of the branch openings until satisfactory exfiltration test or air test is performed as described under appropriate Items. B. Installation of"Wyes." Where ordered, place "Wyes" in pipe sewer at time pipe is laid. Plug branch openings of"Wyes" with standard pipe plug. Install plug in such manner that will facilitate its future removal without damage to bell. C. Service Line Assemblies. Install service line assemblies at locations indicated in J3010 - 1/2 10/13/2005 conformity with details shown. Top of pipe shall be plugged level with the finished grade elevation. End of pipe shall be marked by a 2" x 4" stake, 4 feet long, painted "red", and driven to a depth to allow 30 inches of exposure. Do not cover installations until their locations have been recorded by the Engineer. D. Cleanout. Install cleanouts at locations indicated and in conformity with details shown 3.02 MEASUREMENT AND PAYMENT A. Measurement 1. Measurement "Cleanouts", "Saddles", and "Wyes" at Contract unit prices indicated for each"Cleanout","Saddle", and"Wye"of size measured. 2. Pay for "Service Line Assemblies" at Contract unit price indicated for each "Service Line Connection"of size and type measured. 3. No separate payment for concrete blocking or encasement. Include cost of same in item of which it is a component. J3010 - 2/2 Std. 02/01/2005 ITEM NO. J3011 -REINFORCED CONCRETE PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Furnish labor, materials, equipment, supplies, supervision, and tools. Perform operations with the furnishing and jointing or reinforced concrete pipe. B. Reference Standards: Reinforced concrete pipe and jointing to meet requirements as specified under ASTM C76, ASTM C443, and Federal Specifications SS-S-210A- 84 as listed hereinafter. C. Related Work Specified Elsewhere: Item No. J2001 - "Construction of Underground Lines" or as called for on PLANS or specified elsewhere in this or other Technical Specifications PART 2 -PRODUCTS 2.01 PERFORMANCE AND DESIGN REQUIREMENTS A. Reinforced Concrete Pipe 1. Conform to ASTM C76 of class as shown on PLANS 2. Pipe ""Wye" and "Tee" Fittings: Same class as adjacent joint of pipe and conforming to ASTM C76. Use bell end of branch opening on "Wye" and "Tee"fittings. 3. Pipe: Pipe to be manufactured using machined metal rings forms of heavy design to ensure accurate and concentric joints. Rings to remain on pipe sufficient period of time after manufacture so as to hold true design dimension. Planes at ends of pipe to be perpendicular to longitudinal axis with opposite sides of pipe not to vary in length more than 3/16 inch. Variance of annular space between inside of bell and outside of spigot at gasket seat not more than 1/16 inch. Each joint of pipe to be checked at plant; ship only joints of pipe meeting these TECHNICAL SPECIFICATIONS. B. Jointing Material 1. General: See PLANS for type joint material except where used as sanitary sewer. 2. Rubber Gasket: Required for sanitary sewers. As specified under ASTM C443. Use lubricants of flax soap or equal. Mineral lubricants not permitted. 3. Preformed Plastic Gasket: Use for storm sewers only. Use RAM-NEK J3011 - 1/3 Std. 02/01/2005 Preformed Plastic Gasket meeting requirements of Federal Specifications SS-S-210A-7-2-84, "Sealing Compound Preformed Plastic for Pipe Joints" Type 1, Rope Form, and meeting the following requirements. Use sealing compounds produced from blends of refined hydrocarbon resins and plasticizing compounds reinforced with inert mineral filler containing no solvents, irritating fumes, or obnoxious odor. Use no compound depending on oxidizing, evaporating, or chemical action for its adhesive or cohesive strength. Supply sealing compound in extruded rope-form of suitable cross-section and of such sizes as to seal joint space when the pipes are laid. Protect sealing compound by a suitable removable two-piece wrapper so that one-half may be removed longitudinally without disturbing the other half to facilitate application of sealing compound. 4. Cold Compound Joint Material: Use for storm sewers only. Use Gulf States No. GS702 or GS722. Use primer of type recommended by compound manufacturer. PART 3 -EXECUTION 3.01 CONSTRUCTION METHODS A. Joint Rubber Gasket 1. Lay pipe sections in trench to true alignment and grade. Take exceptional care in placing pipe and making field joints. Avoid bumping of pipe in trench. 2. Properly lubricated groove end of pipe and rubber gasket with specified lubricants, then stretch gasket over spigot end of pipe and carefully seat in groove. Do not twist, roll, cut, crimp, or otherwise injure gasket or force them out of position curing closure of joints. 3. Pull or push "home" pipe for closure of joint. Correct joint rebound before backfilling of pipe 4. Remove foreign matter or dirt form pipe, and keep clean during and after laying. B. Jointing Preformed Plastic Gasket 1. Brush-apply suitable primer of type recommended by manufacturer of gasket joint sealer to joint surfaces and end surfaces and allow to dry and harden before jointing. Clean and dry surface before primer is applied. 2. Before lying pipe in trench, attach plastic sealer around tapered tongue or spigot end of each pipe joint. Remove paper wrapper from one side only of the two-piece wrapper on gasket and press firmly to clean, dry, pipe joint surface. Do not remove outside wrapper until immediately before pushing pipe into final position. J3011 - 2/3 Std. 02/01/2005 3. When pipe is correctly aligned, remove outside wrapper on gasket and pull or push pipe "home" with sufficient force to cause evidence of squeeze-out of gasket material on inside or outside around complete pipe joint circumference. Remove joint material pushed out into interior of pipe joint circumference. Remove joint material pushed out into interior of pope that would tend to obstruct flow. (Pipe to be pushed or pulled "home" in a straight line with all parts of pipe on line and grade at all times). 4. When atmospheric temperature is below 60 degrees F, warm plastic joint seal gasket to above 70 degree F. Apply gasket immediately to pipe joint prior to placing pipe in trench, followed by connecting to previously laid pipe. C. Jointing- Cold Compound Joint Material 1. Bell and Spigot Pipe: Clean and dry inside of pipe bells and outside of spigot ends, and coat completely with joint primer. Allow primer to dry before pipe is laid; pipes 24 inches and larger to be primed at factory. Apply fillet of compound on inside of bell. Shove pipe spigot "home" and firmly caulk a sufficient length of dry twisted jute into compound. Jute to fill one-fourth the bell depth. Fill remaining three- fourths of bell depth leaving no voids. Form a fillet with compound sloping 45 degrees from outer edge of bell to barrel of the inserted pipe. 2. Tongue and Groove Pipe: Clean and dry both ends of pipe, and coat with primer all surfaces that will be in contact with compound. Allow primer to dry before pipe is laid; pipe 24 inches and larger to be primed at factory. After pipe has been set to proper position in trench, apply 1/2-inch-thick layer of compound on groove end of pipe coving two- thirds of joint face around entire circumference. Shove tongue end of pipe "home" to make tight joint. Leave no ridges of compound projecting in pipe barrel. Install band of compound completely around exterior of pipe joint; dig "bell hole" in trench to accommodate band. Band to be at least 3/4 inch thick at center, and taper to pipe approximately 3 inches each side of center. 3.02 MEASUREMENT AND PAYMENT Measurement and payment made in accordance with Item No. J2001 -Construction of Underground lines. J3011 - 3/3 10/13/2005 ITEM NO. J3024 - BANK SAND BACKFILL PART 1 - GENERAL 1.01 DESCRIPTION Extent of Work. When shown PLANS, furnish and place bank sand backfill in trench excavations above pipe zone as specified in Item No. J2001 - "Construction of Underground Lines", or as required by the Engineer. PART 2 - PRODUCTS 2.01 PERFORMANCE AND DESIGN REQUIREMENTS Materials. Bank sand to be free of organic matter, foreign material and mud balls. Sand to have a minimum Plasticity Index of 7 and with not more than 40 percent passing a No. 200 sieve. PART 3 - EXECUTION 3.01 INSTALLATION Mechanical Tamping. Place bank sand in layers not exceeding 8 inches. Compact with mechanical vibratory tamps to 95 percent of maximum density at approximate optimum moisture content as prescribed by ASTM Designation D698. Water flooding is not permitted. 3.02 MEASUREMENT AND PAYMENT A. Measurement: No separate payment for work performed under this Item, except as indicated below. Include cost of same price bid per linear foot of pipe for which work is a component. B. Payment: "Extra Bank Sand Backfill," when required, will be measured by the cross-section method in its compacted position and paid for at Contract unit price bid per cubic yard. Payment under this bid Item is limited to such additional bank sand backfill not shown on PLANS that may be required. J3024 - 1/1 10/13/2005 ITEM NO. J3045 - TRENCH EXCAVATION AND SHORING SAFETY PLAN PART 1 - GENERAL 1.01 DESCRIPTIONS A. Scope of Work: Furnishing a Trench Excavation and Shoring Safety Plan, including detailed plans and specifications for a trench safety system and requirements for a safety program for the trench system, to be incorporated into the bid documents and the Construction Contract, and all labor and materials for installation, inspection, and maintenance of trench safety system. B. Application: For any trench excavation at a depth of five (5) feet or greater or where shown on PLANS provide trench safety system. Trench safety system is not required when (a) Contractor's geotechnical engineer determines that the trench excavation is to be made in stable rock; or (b) excavations are less than five (5) feet in depth and examination of the ground by a competent person on behalf of the Contractor provides no indication that a cave-in should be expected. Trench safety system shall be in accordance with details shown on Contractor's Trench Excavation and Shoring Safety Plan. 1.02 QUALITY ASSURANCE Trench safety system to meet appropriate requirements established in Occupational Safety and Health Administration (OSHA) Safety & Health Regulations, 29 CFR 1926-621, Subpart P - Excavations, Trenching and Shoring, and OSHA's proposed standards on trenching excavation published in Volume 54, No. 209 of the Federal Register, October 31, 1989. Those standards are incorporated into these specifications by reference. Should the applicable OSHA standards be modified or amended, the more stringent standards shall apply. Contractors working for political subdivisions of the State shall also be governed by Section 2, Chapter 722, Act of the 70th Legislature, Regular Session, 1987 (Article 2378a.6, Vernon's Texas Civil Statutes). 1.03 SUBMITTALS The successful bidder shall provide the Owner with its Trench Excavation and Shoring Safety Plan for Project prior to Award of the Contract. The plan shall incorporate detailed plans and specifications for trench safety system conforming to OSHA standards that accounts for project site conditions, Contractor's trench construction means, methods, techniques or procedures, the relationship of spoil to edge of trench, and Contractor's equipment to be used in construction of project facilities requiring trench system(s). Contractor shall provide a statement signed and sealed by a Registered Professional Engineer licensed in the State of J3045 - 1/5 10/13/2005 Texas stating that the Trench Excavation and Shoring Safety Plan and the detailed plans and specifications for the trench safety system are designed in a good and workmanlike manner and is in conformance with appropriate OSHA standards. Contractor's plan and the detailed plans and specifications for the trench safety system shall be incorporated into the bid documents and the Construction Contract. In determining who is a responsible bidder, the Owner may take into account the safety record of the bidder, or the firm, corporation, partnership of institution represented by the bidder, or anyone acting for such firm, corporation, partnership or institution. A political subdivision may require the bidders to attend a pre-bid conference for the purpose of coordinating a geotechnical investigation of the project site by the bidders. In awarding a contract, a political subdivision shall not consider a bid from a bidder who failed to attend a pre-bid conference required by the political subdivision under this section. PART 2 -PRODUCTS 2.01 PERFORMANCE AND DESIGN REQUIREMENT A. Materials 1. Timber: Trench sheeting materials to be full dimension mixed oak, a minimum of two inches in thickness, solid and sound, free from weakening defects such as loose knots and splits. 2. Steel Sheet Piling: Steel sheet piling shall conform to one of the following specifications: a. ASTM A328. b. ASTM A572, Grade 50. c. ASTM A690. Steel for stringers (wales) and cross braces shall conform to ASTM A588. 3. Steel Trench Boxes: Portable steel trench box shall be constructed of steel conforming to ASTM Specification A-36. Connecting bolts used shall conform to Specification ASTM A-307. Welds to conform to requirements of AWS Specification D 1.1. 4. Other Materials: Other materials to be utilized shall conform to applicable ASTM standards. PART 3 - EXECUTION 3.01 GENERAL Trench safety system shall be constructed, installed, and maintained in accordance with the Trench Excavation and Shoring Safety Plan prepared by the Contractor's Registered Professional Engineer. Contractor's negligence in performance of J3045 - 2/5 10/13/2005 contract work resulting in any property damage or bodily injury including death or the failure to note exceptions to the trench safety plan by the owner and/or his representatives shall remain the sole responsibility and liability of the contractor. 3.02 INSTALLATION A. Timber Sheeting: Timber sheeting and size of uprights, stringers (wales), and cross bracing to be installed in accordance with Contractor's plan. Place cross braces in true horizontal position, spaced vertically, and secured to prevent sliding, falling, or kickouts. Cross braces to be placed at each end of stringers (wales), in addition to other locations required. Cross braces and stringers (wales) to be placed at splices of uprights, in addition to other locations required. B. Steel Sheet Piling: Steel sheet piling of equal or greater strength may be used in lieu of timber trench shoring shown in the OSHA tables (proposed standards). Drive steel sheet piling to a least minimum depth below trench bottom as recommended by Contractor's Registered Professional Engineer providing design. Place cross braces in true horizontal position, spaced vertically and secured to prevent sliding, falling, or kickouts. Cross braces to be placed at each end of stringers (wales), in addition to other locations required. C. Trench Boxes: Portable trench box may be used in lieu of timber trench shoring shown in the OSHA tables (proposed standards) and shall be designed to provide equal or greater protection than timber trench shoring shown in the OSHA tables. In cases where top of portable trench box will be below top of trench, the trench must be sloped to the maximum allowable slope for the soil conditions existing on the Project. In areas where a sloped trench will affect the integrity of existing structures, Contractor to protect structures prior to sloping trench. D. Trench Jacks: When trench jacks are used for cross bracing and/or stringers (wales), the trench jacks shall provide protection greater than or equal to the timber cross bracing shown in the OSHA tables (proposed standards). Trench jacks to be placed at each end of stringers (wales) in addition to other locations required. 3.03 SUPERVISION Provide competent supervisory personnel at each trench while work is in progress to ensure Contractor's methods, procedures, equipment, and materials pertaining to the safety systems in this Item are sufficient to meet requirements of OSHA Standards. 3.04 MAINTENANCE OF SAFETY SYSTEM J3045 - 3/5 10/13/2005 The safety system shall be maintained in the condition as shown on the Trench Excavation and Shoring Safety Plan as designed by the Contractor's Registered Professional Engineer. The contractor shall take all necessary precautions to ensure the safety systems are not damaged during their use. If at any time during its use a safety system is damaged, personnel shall be immediately removed from the trench excavation area and the safety system repaired. The Contractor shall take all-necessary precautions to ensure no lads, except those provided for in the plan, are imposed upon the trench safety system. 3.05 INSPECTION Contractor shall make daily inspection of trench safety system to ensure that the system meets OSHA requirements. Daily inspection to be made by competent personnel. If evidence of possible cave-ins or slides is apparent, all work in the trench shall cease until necessary precautions have been taken to safeguard personnel entering trench. Contractor to maintain permanent record of daily inspections. 3.06 REMOVAL Bed and backfill pipe to a point at least one (1) foot above top of pipe or other embedded items prior to removal of any portion of trench safety system. Bedding and backfill to be in accordance to other applicable specification items. Backfilling and removal of trench supports shall be in accordance with Contractor's Trench Excavation and Shoring Safety Plan. Removal of trench safety system to be accomplished in such a manner to cause no damage to pipe or other embedded items. Remove no braces or trench supports until all personnel have evacuated the trench. Backfill trench to within five (5) feet of natural ground prior to removal of entire trench safety system. 3.07 FURTHER AMENDMENT TO CONTRACT All modifications to the Contractor's Trench Excavation and Shoring Safety Plan or the detailed plans and specifications necessitated by the site conditions, Contractor's trench construction means, methods, techniques or procedures and Contractor's equipment to be used in construction of project facilities shall be communicated to Owner in writing. All such modifications shall be communicated to Owner in writing. All such modifications shall be signed and sealed by a Registered Professional Engineer licensed in the State of Texas and a statement provided stating that the modified plan and/or the modified detailed plans and specifications for the trench safety system are designed in good and workmanlike manner and is in conformance with appropriate OSHA Standards. Such modifications to Contractor's plans and/or the Contractor's detailed plans and specifications for the trench safety system shall thereafter be incorporated into the Construction Contract. J3045 - 4/5 10/13/2005 3.08 MEASUREMENT AND PAYMENT A. Measurement: Measure "Trench Safety System" by linear foot of trench protected. Shoring of trench at manholes and other line structures to be included in the lineal foot cost. B. Payment: Pay for "Trench Safety System" measured as stated and by depth of trench protected as shown on PROPOSAL. Payment shall be full compensation for all work described herein. There shall be no increase in the Contract price because of the incorporation of Contractor's Trench Excavation and Shoring Safety Plan or Contractor's detailed plans and specifications for the trench safety system into the bid documents and the construction Contract. There shall be no increase in the Contract price because of modifications to Contractor's plan and/or the Contractor's detail plans and specifications for the trench safety system, whether or not the result of unforeseen of differing site or soil conditions. C. Pay for "Design of Trench Excavation and Shoring Safety Plan" by lump sum as shown on PROPOSAL. Payment shall be full compensation for all professional services relating to the Contractor's Trench Safety System. J3045 - 5/5 1/19/01 ITEM NO. K3001 —CEMENT-STABILIZED CRUSHED STONE BASE PART 1 —GENERAL 1.01 DESCRIPTION This Item shall govern for the construction of a portland cement treated base course, composed of new flexible base material, cement and water, mixed at a central mixing plant, and constructed in accordance with the typical sections, lines, grades and thickness as shown on the plans or as established by the Engineer and with the requirements herein. 1.02 QUALITY ASSURANCE A. Submit sample of crushed stone to an approved testing laboratory for review and testing. B. Submit laboratory density test results for cement-stabilized crushed stone mixture. C. Submit field density check test results for cement-stabilized crushed stone mixture. PART 2—PRODUCTS 2.01 MATERIALS Materials shall conform to the requirements shown on the plans and to the following requirements. A. Flexible Base: 1. General. All types shall meet the physical requirements for the specified grade(s) as set forth in Table 1. a. Additives, such as, but not limited to, lime, cement or fly ash, shall not be used to alter the soil constants or strengths shown in Table 1, unless otherwise shown on the plans. b. Unless otherwise shown on the plans, the base material shall have a minimum Bar Linear Shrinkage of 2 percent as determined by Test Method Tex-107-E, Part II. c. The flexible base shall be one of the following types, as follows: 2. Type A. Type A material shall be crushed stone produced from oversize quarried aggregate, sized by crushing and produced from a naturally occurring single source. Crushed gravel or uncrushed gravel shall not be acceptable for Type A material. No blending of sources and/or additive materials will be allowed in Type A material. 3. Type B. Type B material shall be crushed or uncrushed gravel. K3001 — 1/5 Std. 1/19/01 4. Type C. Type C material shall be crushed gravel. Unless otherwise shown on the plans, crushed gravel shall have a minimum of 60 percent of the particles retained on the No. 4 sieve with two (2) or more crushed faces as determined by Test Method Tex-460-A, Part I. 5. Type D. As shown on the plans. TABLE 1 PHYSICAL REQUIREMENTS GRADE 1 GRADE 2 GRADE 3 Triaxial Class 1: Min. Triaxial Class 1 to 2.3: Triaxial Class- compressive strength, Min.compressive strength,psi: 35 Unspecified psi: 45 at 0 psi lateral at 0 psi lateral pressure and 175 at pressure and 175 at 15 psi 15 psi lateral pressure lateral pressure Master Grading Master Grading Master Grading 1-3/4" 0 2-1/2" 0 2-1/2" 0 7/8" 10-35 1-3/4" 0-10 1-3/4" 0-10 3/8" 30-50 No.4 45-75 No.4 30-75 No.4 45-65 No.40 60-85 No.40 50-85 No.40 70-85 Max LL 35 Max LL 40 Max LL 40 Max PI 10 Max PI 12 Max P1 12 Wet Ball Mill Wet Ball Mill Wet Ball Mill Max 40 Max 45 Max 50 Max increase in Max increase in Max increase in passing passing Passing No.40 20 No.40 20 No.40 20 GRADE 4 GRADE 5 GRADE 6 Triaxial Class Triaxial Class Unspecified Unspecified Master Grading Master Grading As Shown on the Plans 1-3/4" 0 1-3/4" 0 No.4 45-75 No.40 50-85 No.40 50-85 Max LL 40 Max LL 40 Max PI 12 Max PI 12 Notes: 1. Gradation requirements are percent retained on square sieves. 2. When a magnesium soundness value is shown on the plans the material will be tested in accordance with Test Method Tex-411-A. 3. When lightweight aggregates are used,the wet ball mill requirements will not apply and the lightweight aggregate shall meet the Los Angeles Abrasion,Pressure Slaking and Freeze Thaw requirements of Item 303,"Aggregate for Surface Treatment(Lightweight)". K3001 —2/5 Std. 1/19/01 6. Testing of flexible base materials shall be in accordance with the following TXDOT standard laboratory test procedures: Moisture Content Tex-103-E Liquid Limit Tex-104-E Plasticity Index Tex-106-E Bar Linear Shrinkage Tex-107-E Sieve Analysis Tex-110-E Moisture-Density Determination Tex-113-E Roadway Density Tex-115-E Wet Ball Mill Tex-116-E Triaxial Tests Tex-117-E (Part I or II as selected by the Engineer) Particle Count Tex-460-A,Part I Samples for testing the base material for triaxial class, soil constants, and gradation and wet ball mill will be taken prior to the compaction operations. B. Cement: ASTM C150, Type I. C. Water: Clean, fresh water. 2.02 MIX DESIGN A. Cement content will be selected by the Engineer based on compressive strength tests provided by the Contractor so as to meet the strength as shown on the plans. When Strength L, M or N is shown on the plans, compressive strength conforming to the requirements in Table 1 will be determined by mix design test provided by the Contractor on laboratory prepared samples in accordance with Test Method Tex-120- E. B. When material properties or sources change, the Engineer may require the Contractor to provide additional mix design tests and adjust the cement content as required. TABLE 1 STRENGTH REQUIREMENTS Strength Minimum Design Allowable Cement Compressive Strength Content% Strength L 750 psi 4-9 Strength M 500 psi 3-9 Strength N As shown on plans Strength 0 No strength specified As shown on the plans K3001 —3/5 Std. 1/19/01 2.03 MIXING A. The cement, base material, and water shall be thoroughly mixed in a stationary plant. After mixing is completed, no additional water shall be added to the mixture unless otherwise approved by the Engineer. B. Cement— stabilized crushed stone containing mud balls, clay, organic matter or other undesirable properties not accepted. PART 3 - EXECUTION 3.01 CONSTRUCTION A. Cement treated material shall be placed only on that area where the compacting and finishing operations can be completed during the same working day. B. Finish subgrade preparation prior to delivery of base course. C. Base course shall not be placed when air temperature is below 40°F or if other adverse weather conditions exist. D. Spread, blade, drag, and compact mixed base course material to conform to typical sections shown. Where curb and gutter is required, handle steel and conduct compaction operations such that steel is in the proper position upon compaction of base. Materials to be placed in two or more lifts not to exceed 4-inches in thickness. Lifts to be carried on as a continuos operation so that a monolithic thickness is achieved. Correct or remove areas and "nests" of segregated course or fine material and replace with well-graded materials. Take care to insure that the base course is uniformly placed to the thickness shown on PLANS. Areas not meeting plan thickness within plus or minus '/2-inch to be corrected at Contractor's expense. E. Compact base with approved tamping and pneumatic rollers. Blade and work material during rolling operations to maintain shape of required cross-section and grade. Continue rolling until materials are firmly and uniformly compacted and do not yield or move when roller is operated over base course. Remove material and replace in any area that will not compact after a reasonable amount of rolling. F. Compact material to a uniform density of at least 95 percent AASHTO T180 density. Maintain moisture content at optimum percentage during compaction operations. Density to be acquired within 4 hours after addition of cement to mix. K3001 —4/5 Std. 1/19/01 G. Finish surface by blading and sealing with approved pneumatic or flat-wheel rollers. Place vertical construction joints where there will be a difference in placing time of 3 hours between compacting operations, and at the end of each day. H. Correct immediately any deviation from plane surface exceeding on quarter inch in 16-feet, by loosening, adding or removing material reshaping and recompacting by sprinkling and rolling. I. Moist-cure base for minimum of 3 days before placing surfacing. Allow no traffic on completed base during curing period. Maintain base course in good condition until subsequent surface is applied. 3.02 MEASUREMENT AND PAYMENT Measure "Cement-Stabilized Crushed Stone Base" by square yard compacted in place to specified thickness. Pay for "Cement-Stabilized Crushed Stone Base," complete in place at Contract unit price. K3001 —5/5 Std. 10/13/2005 ITEM NO. K3003 - LIME-STABILIZED SUBGRADE PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Preparation and treatment of subgrade by addition of hydrated lime or lime slurry when plasticity index exceeds 20, mixing and compacting to required lines, grades, and typical sections. Treatment applies to natural ground, cut sections, embankments, or existing subgrade. B. Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. 1.02 DELIVERY, STORAGE, AND HANDLING A. Store and handle lime in weatherproof containers, bins, or buildings. Protect lime from any dampness or moisture until distribution on subgrade. B. Weigh lime furnished in trucks on approved scales. C. Lime furnished in bags to bear manufacturer's certified weight. Bags varying more than±5 percent from average bag weight may be rejected. PART 2—PRODUCTS 2.01 MATERIALS A. Hydrated Lime: Conforming to requirements of Texas Department of Transportation Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004 Edition, Item"Lime Treatment(Road-Mixed)". B. Commercial Lime Slurry: Conforming to requirements of Texas Depatliuent of Transportation Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004 Edition, Item "Lime Treatment (Road-Mixed)". K3003 - 1/3 Std. 10/13/2005 PART 3 —EXECUTION 3.01 CONSTRUCTION METHODS A. Preparation: Prior to placing lime treatment, shape subgrade to elevations indicated on PLANS by scarifying or excavating soil with proper machinery. Correct unstable or loose material at given cross-section depths by removal of such material. Backfill voids with approved select material and compact to indicated grades. B. Placing: Place lime only on areas where mixing operations can be completed in same workday. Spread lime uniformly over subgrade by "dry placing" or "slurry placing" methods described herein. 1. Dry Placing: Spread lime with approved spreader or by bag distribution. Do not spread with maintainer or motor grader. Do not spread lime during windy or other adverse weather conditions. 2. Slurry Placing: Mix lime with water in trucks and place mixture or slurry using approved distributor. Make successive passes over measured section of roadway until proper lime content has been secured. Furnish truck with approved agitator which will keep lime and water uniformly mixed. Do not change grade of slurry without prior approval. C. Mixing: Mixing procedure to be same for either "dry placing" or "slurry placing". Obtain uniform mixture and moisture content. 1. First Mixing: Thoroughly mix soil and lime to required depth, using approved pulver-type road mixer. Mix until homogeneous, friable mixture of lime and soil is obtained, free of clods or lumps. Add water by sprinkling until proper moisture content is obtained, then cure from 1 to 2 days as required. Keep moist during curing period prior to final mix. 2. Final Mixing: Uniformly mix, after proper curing, using approved pulver-type road mixer. Reduce all clods and lumps by pulverization methods such that, when all non-slaking aggregates (sound or firm particles) retained on 3/4-inch sieve are removed, remainder of material meets following requirements when tested dry by laboratory sieves: Percent Minimum Passing 13/4-inch Sieve 100 Minimum Passing 3/4-inch Sieve 85 Hydrated lime exposed to open air for period of 6 hours or more, or to excessive loss due to washing or blowing between time of application and mixing, will not be accepted for payment. 3. Required amount of water necessary to provide optimum moisture to be added uniformly and mixed thoroughly with lime and soil. K3003 - 2/3 Std. 10/13/2005 D. Compaction: Begin compaction immediately after final mixing. Maintain moisture content at or near optimum to achieve compaction. Where total compacted thickness is to be greater than 8 inches, spread and compact material in two or more approximately equal layers. Uniformly compact for entire required depth using approved tamping rollers. Compact treated material in such manner that it will not be mixed with underlying subgrade material. Correct all irregularities or weak spots immediately by replacing material and recompacting. Maintain surface in smooth condition until base course is placed. Acquire density of at least 95 percent as determined by AASHTO Standard Method T-99-81. Use pneumatic-type roller for final surface rolling. Moist-cure completed subgrade section for minimum of 4 days before placing pavement. 3.02 MEASUREMENT AND PAYMENT A. Measurement 1. Measure "Compacted Subgrade" of depth specified when stabilized with lime by the square yard of surface area to a point 2 feet beyond back of curb or edge of pavement. 2. Measure manipulation of lime during stabilization of subgrade by the square yard of subgrade actually stabilized. 3. Measure lime as follows: a. Hydrated Lime: Measure by ton of 2,000 pounds, dry weight. b. Commercial Lime Slurry: Measure by ton of 2,000 pounds of lime "dry solids" in slurry. Calculate quantity of lime from required minimum percent solids for grade used. 1) Grade 1: At least 31 percent by weight of slurry and calculate quantity of lime by ton of 2,000 pounds, based on 31 percent lime content. 2) Grade 2: At least 35 percent by weight of slurry and calculate quantity of lime by ton of 2,000 pounds, based on 35 percent lime content. B. Payment 1. Pay for "Compacted Subgrade" at Contract unit price per square yard of compacted subgrade of depth specified. 2. Pay for"Manipulation of Lime for Stabilized Subgrade" at Contract unit price per square yard of manipulation of lime for stabilized subgrade. 3. Pay for "Lime" at Contract unit price per ton of lime used for stabilizing subgrade. 4. In the event that completion of subgrade is delayed or postponed by adverse weather or wet soil conditions, no separate pay will be made to the Contractor to make the subgrade meet specifications. K3003 - 3/3 08/03/2004 ITEM NO. K3007 - REMOVAL OF EXISTING PAVEMENTS AND CURBS PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: Remove existing concrete and/or asphalt pavement and concrete curbs as indicated on PLANS. B. Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. PART 2—PRODUCTS Not applicable to this Item. PART 3 —EXECUTION 3.01 METHOD OF REMOVAL A. Remove pavements and curbs by methods that will not damage existing underground utilities or existing surface facilities that will remain in service adjacent to work area. In areas where only a portion of existing concrete is to be removed, special care is to be exercised to avoid damage to portions of concrete remaining in place. B. Existing concrete to be cut to the neat lines as shown on PLANS. Existing concrete beyond the established neat lines, which is damaged or destroyed by these removal operations to be replaced at Contractor's expense. C. Provide clean break from existing pavement that will remain in place with a sawed joint. Saw joint along break line with a power driven concrete pavement saw. Cut groove to a minimum depth of 2 inches on concrete surface or 3/4 inch on asphalt surfaces. Break and remove all unwanted pavement and curb. Cut exposed pavement reinforcement to remain in place, as necessary, to provide sufficient length as dowel bars. D. Unless shown on PLANS, excavations for the removal of pavement or curbs to be backfilled to grade with excavated material compacted to a density equal to density of material inside of trench. E. Unless shown on PLANS, all materials removed except inlet frames and grates, manhole frames and covers, and salvageable utility pipe and fittings to become K3007 - 1/2 08/03/2004 property of Contractor. Remove and dispose material at locations off jobsite in such a manner so as not to cause damage to Owner or any individual. 3.02 MEASUREMENT AND PAYMENT A. Unless otherwise indicated, no separate payment for work performed under this Item if noted as such in PLANS. Include cost of same in Contract price for work of which this is a component part. B. When indicated in the PROPOSAL, measure removal of existing pavement and/ or curbs or curbs and gutters as indicated below. Pavement to be made at Contract price bid for the following items as applicable. Such payment to be full compensation for all work described herein, including removal of curbs and/or gutters. 1. Pay for"Removal of Existing Concrete Pavement" at contract price bid per square yard. 2. Pay for "Removal of "Existing Asphalt Pavement" at contract price bid per square yard. 3. Pay for "Removal of Existing Concrete Pavement with Asphalt Overlay" at contract price bid per square yard. 4. Pay for"Removal of Existing Concrete Curb" at contract price bid per linear foot. K3007 - 2/2 Std. 10/13/2005 ITEM NO. K3015 - FLEXIBLE BASE, CRUSHED STONE PART 1 - GENERAL 1.01 DESCRIPTION Extent of Work: Furnish and install a base course of crushed stone, constructed on a prepared subgrade, and conforming to the lines, grades, thickness, and typical sections shown on PLANS. PART 2—PRODUCTS Obtain material from approved sources and consisting of durable particles of stone with approved binder materials. Submit samples for testing. Processed material, when properly staked and tested by standard laboratory methods, to meet following requirements: Retained on Percent by Square Sieve Weight 1-3/4-inch 0 1-inch 5-25 '/2-inch 30-50 No. 4 45-65 No. 40 70-80 Test material passing the No. 40 sieve by following requirements when prepared in accordance with SDHPT Test Method Tex-101-E procedure: Liquid Limit Not To Exceed 40 Plasticity Index Not To Exceed 12 Material to have Wet Ball Mill value not exceeding 55 when tested in accordance with SDHPT Test Tex-116-E. PART 3 —EXECUTION 3.01 CONSTRUCTION METHODS K3015 - 1/3 Std. 10/13/2005 A. Preparation: Finish subgrade preparation in conformance with typical sections shown on PLANS and other applicable items of Technical Specifications prior to delivery of base course. B. Placement and Compaction: Deliver material in approved vehicles of uniform capacity. Spread and shape material deposited on same day to thickness and cross section that will provide required minimum thickness and section after compaction. In the event inclement weather or other unforeseen circumstances render impractical spreading of material during first 24-hour period, scarify and spread material as required. Sprinkle material, if required and blade, drag and shape to conform to typical sections as shown on PLANS. Correct or remove and replace areas and "nests" of segregated coarse or fine material with well-graded material. Then sprinkle coarse as required and compact to extent necessary to provide a minimum of 95 percent AASHTO T 180-74 density at or near optimum moisture content. Compact full depth of flexible base as shown on PLANS to the extent necessary to remain firm and stable under construction equipment. After each section of the flexible base is completed, tests as necessary. If the materials fail to meet density requirements, rework as necessary to meet requirements. Throughout entire operation, shape coarse by blading. Surface upon completion to be smooth and conform to typical section shown on PLANS and to establish lines and grades. Correct all irregularities, depressions or weak spots immediately by scarifying the areas affected, adding suitable material as required, reshaping and recompacting by sprinkling and rolling. If base coarse, due to any reason or cause, loses required stability, density and finish before the surfacing is complete, recompact and refinish at the sole expense of the Contractor. Use sheep foot, steel or pneumatic rollers, or a combination for compacting the material to the density previously indicated. Start rolling operations as soon as possible after material is spread. Roll longitudinally with subgrade and, if required by Engineer, roll diagonally or crosswise to direction of first rolling. Roll until material is firmly and uniformly compacted and does not yield or move when the roller is operated over base course. Remove and replace any material that will not compact as outlined above. After base material has been firmly compacted, sprinkle with water and slush roll. Sprinkle and slush roll until surface is sealed and hard, and acceptable to Engineer. Cure base course for a minimum of 72 hours prior to surface course application. 3.02 MEASUREMENT AND PAYMENT A. Measure by square yard at thickness specified on PLANS. Any compacted base found not meeting this thickness to be removed and replaced at sole expense of Contractor. K3015 - 2/3 Std. 10/13/2005 B. Pay for "Crushed Stone Flexible Base" Contract unit price per square yard, Complete in Place, which price shall be full compensation for furnishing all materials, equipment, labor, tools, water and incidentals necessary to complete work K3015 - 3/3 10/13/2005 ITEM NO. K3101 - CONCRETE PAVEMENT PART 1 - GENERAL 1.01 DESCRIPTION Extent of Work: This Item governs for construction of concrete pavement for roadways, driveways, turnouts, and concrete curbing. Unless specified otherwise in preceding Special Provision or on PLANS, pavement to conform to residential requirements. 1.02 WORK SPECIFIED ELSEWHERE A. Roadway Preparation: Item No. K3203 "Roadway Excavation" or Item No. K3203 "Roadway Excavation and/or Embankment (Station Grading)" B. Concrete: Item No. B 1001 "Concrete." C. Reinforcing Steel: Item No. B3001 "Reinforcing Steel." 1.03 QUALITY ASSURANCE A. Submittals: For samples, mix designs, tests, and reports, see Item No. B1001 "Concrete." B. Standard Beam Test: See Item No. B1001 "Concrete." C. Core Samples: One core to be taken for each 1,000 square yards of finished pavement (minimum one core per street). Each core to be tested for thickness and compressive strength. PART 2 - PRODUCTS 2.01 MATERIALS A. Concrete: Item No. B1001 "Concrete." Thickness as shown on PLANS or in Proposal. B. Reinforcing Steel: Item No. B3001 "Reinforcing Steel." Bar size and type as shown on PLANS. C. Expansion Joint Material: To be in accordance with section and location as shown on PLANS. K3101 - 1/10 10/13/2005 1. Fillers a. Premolded 1) Asphalt filler board per ASTM D994-71. 2) Premolded joint material per ASTM D1751-73. b. Wood 1) Redwood: Heart, clear; maximum weight per cubic foot when oven dried to constant weight to be 30 pounds. 2) Other materials may be used with prior approval or Engineer. c. Hot poured: Per ASTM D 1190-74. Also to be used in other type of joints as required. Other materials may be used with prior approval of Engineer or as directed on the PLANS. 2. Load Transmission Devices: To be of type and size shown on PLANS. D. Forms 1. Pavement a. Wood Forms: (Used only in residential construction) to be 2X material, free from warps, bends and kinks, and sufficiently true to provide a straight edge on concrete. Use precautionary methods to prevent leakage of mortar through of under side forms. Top of each form section, when tested with a straight edge, to conform to the requirements specified for the surface of completed pavement. b. Metal Forms: Use metal forms approved shape and section. Preferred depth of form to be equal to required edge thickness of pavement. Forms with depths greater or less than 1 inch of pavement thickness, may be used. Forms with less depth than pavement thickness to be brought to required depth by securely attaching wooden planks of approved section and size to bottom of form. Use forms section at least 10 feet in length, and provide for staking in position with not less than 3 pins. Use forms of adequate strength to withstand machine loads without visible springing or settlement. Use forms free from warps, bends and kinks, and sufficiently true to provide a straight edge on concrete. Top of each form section, when tested with a straight edge, to conform to the requirements specified for the surface of the completed pavement. Use flexible or curved forms of wood or metal of proper radius for curves of 200-foot radius or less. 2. Curbs a. Wood or Metal: Wood or metal curb forms to be of approved section, straight and free of warp. Outside curb forms to have a depth at least V2-inch K3101 - 2/10 10/13/2005 greater than height of curb. Rigidly attach inside curb forms (if required) to outside forms. b. Machine Laid: Equipment to conform to the requirements as specified under Paragraph 3.01 CONSTRUCTION. Use flexible or curved forms of wood or metal of proper radius for curves but not to exceed radius recommended by curb machine manufacturer. E. Metal or Plastic Supports: Supports for reinforcing steel to be either metal or plastic of approved shape and size, and spacing to conform to details shown on PLANS. F. Materials for Curing 1. Burlap: Mats to be in good condition, clean, and free of any substance, which would have deleterious effect on concrete. 2. Cotton Mats: Mats to be in good condition, clean, and free of any substance, which would have deleterious effect on concrete. 3. Waterproof Paper: Per ASTM C171-69. 4. Membrane Curing Compounds: Conform to ASTM C309-74. 5. White or clear Polyethylene Sheeting: Sheet having thickness not less than 4 mils (.004 inch). G. Grouting 1. Material and mixtures for grouting curb dowels. a. Proportion by weight. b. One part Portland cement, Type I or Type II. c. One part clean, sharp sand. d. Seven-tenths part nonshrinking grout aggregate. e. No more than 5-1/2 gals. water per sack cement. 2. Other: Use mixture by weight of one part Portland cement and two parts sand for general purposes. If space to be grouted is less than one inch and is impossible to tamp grout use one-to-one mix. Where space to be filled with grout is large, use original concrete mixture. Use stiff mixture for grout to be tamped, produced by prolonged mixing. To obtain stiff grout, mix mortar using amount of water required to thoroughly mix ingredients, then continue mixing without additional water until grout is stiff enough to be compacted by tamping when placed. For grouting block outs for embedded pipes and similar items, use grout K3101 - 3/10 10/13/2005 to which 5 pounds of nonshrinking grout aggregate per sack of cement has been added. PART 3 - EXECUTION 3.01 CONSTRUCTION A. Subgrade: Excavate, shape, and compact subgrade to grades, sections and densities shown on PLANS. Maintain drainage of subgrade at all times. Test subgrade section with an approved template, operated and maintained by Contractor. Wet down subgrade sufficiently in advance of placing pavement. No pavers, batch trucks, or other equipment to be permitted between forms during paving operations. B. Wood and Steel Forms 1. Setting: Set forms on compacted subgrade, cut true to grade so that entire form section is supported by subgrade. Stake metal form sections with at least 3 pins per section, with a pin on each side of every joint. Adequately stake wood form sections to prevent bows in form and to keep form sections to grade. Join form sections to prevent displacement. Clean and oil forms with form oil each time they are used. Set forms to line and grade for at least 200 feet ahead of mixer. Check conformity of alignment and grade immediately prior to placing concrete. 2. Removal: Leave forms in place for at least 12 hours. Remove forms without injury to concrete. Immediately repair damage resulting from form removal. Point up all exposed honeycomb areas with approved mortar. As soon as curb forms are removed, backfill behind curbs with approved material and compact to 90 percent Standard Proctor density. C. Slip Forms: Equipment to be provided with traveling side forms of sufficient dimensions, shape and strength to support concrete laterally for sufficient length of time during placement to produce pavement of required cross-section. Concrete to be distributed uniformly into final position by slip form paver, and horizontal deviation in alignment of edges not to exceed 1-1/4 inches form established alignment. D. Concrete Placing and Handling 1. Wood and Steel Forms a. Deposit concrete on subgrade in such manner as to require as little rehandling as possible. Use shovels for hand spreading of concrete. Use of rakes will not be permitted. Place concrete in a rapid, continuous operation. b. Consolidate all concrete placed for pavement by an approved mechanical vibratory unit designed to vibrate the concrete internally. Use vibratory K3101 - 4/10 10/13/2005 member equipped with synchronized vibratory units to extend across pavement practically to, but not to come in contact with side forms. Space separate vibratory units at sufficiently close intervals to provide uniform vibration and consolidation to entire width of pavement. Mount mechanically operated vibrators in such manner as not to come in contact with forms or reinforcement, and not to interfere with transverse or longitudinal joints. c. Furnish hand-manipulated mechanical vibrators in number of required for proper consolidation of concrete along forms, at joints, an in areas not covered by mechanically controlled vibrators. 2. Slip Forms a. Concrete, for full paving width, to be effectively consolidated by internal vibration, with transverse vibrating units or with a series of longitudinal vibrating units. Internal vibration to mean vibration by means of vibrating units loaded within the specified thickness of pavements section and at a minimum distance ahead of screed equal to pavement thickness. b. When concrete is being placed adjacent to an existing pavement, that part of the equipment which is supported on the existing pavements to be equipped with protective pads on crawler tracks or rubber-tired wheels, offset to run a sufficient distance from edge of pavement to avoid breaking or cracking pavement edge. c. After concrete has been given a preliminary finish by finishing devices incorporated in the slip-form paving equipment, surface of the fresh concrete to be checked with a straightedge to tolerances and finish required. 3. Wood or Metal Formed Curb: Curbing may be poured monolithic with pavement or may be added to pavement surface at a latter time. Place curb dowel bars while pavement is plastic. Provide expansion joint or contraction joint in curb opposite each expansion joint or contraction joint in pavement and at each curb inlet. Use same expansion joint material as used in pavement. Cut weakened plane joints with an approved grooving tool opposite each joint in pavement, as required. Apply finish coat of mortar on exposed surfaces of curb. Mortar is composed of one part Portland cement and two parts sand. Apply mortar with a template or "mule" conforming to plan curb dimensions. Steel trowel finish all exposed surfaces of curb and brush to a smooth, uniform surface. 4. Machine-Laid Curb a. Lay curbs by an extrusion-type machine. Immediately prior to placing of the curb, thoroughly clean the previously approved foundation. b. Grade and alignment for top of curb to be as shown on PLANS. The forming tube of the extrusion machine to be readily adjustable vertically K3101 - 5/10 10/13/2005 during the forward motion of the machine, to provide required variable motion of the machine, to provide required variable height of curb necessary to conform to the established grade line. c. Feed concrete into machine in such a manner and at such consistency that the finished curb will present a well-compacted mass with a surface free from voids and honeycomb and true to established shape, line, and grade. d. Perform any additional surface finishing's specified and/or required immediately after extrusion. Construct joints as specified or as shown on PLANS. 5. Placing Concrete in Cold Weather: Minimum ambient air temperature at time of concrete placement to be not less than 50 deg. F. a. Maintain temperature of concrete placed on or in the ground above 40 deg. F. for a period of 72 hours from time of placement. b. Protect concrete against freezing during curing period in accordance with Portland Cement Association "Design and Control of Concrete Mixtures." c. Protect concrete from temperatures below 40 deg. F. until it has cured for a minimum of three days at 70 deg. F. or five days at 50 deg. F. Remove and replace at Contractor's expense, all concrete not meeting this requirement. d. Protection may consist of additional covering, insulated forms, artificial heating, or other means approved by Engineer. 6. Placing Concrete in Hot Weather: When air temperature is above 90 deg. F. use approved retarding agent in all exposed concrete. a. Reinforcing steel and other surfaces in contact with concrete, to be cooled to below 90 deg. F. by means of water spray or other approved methods. b. Concrete temperature prior to placement not to exceed 85 deg. F., plus a maximum tolerance of 5 deg. F. Concrete above this maximum will be rejected. c. Reduce concrete temperature at time of placement to satisfy maximum allowable temperature by one or more of the following: (1) Addition of cold water with a subsequent addition of cement to maintain proper water-cement ratio. Tanks or trucks used for storing or transporting water to be insulated or painted white. Mechanical refrigeration may be used to reduce water temperatures. K3101 - 6/10 10/13/2005 (2) Addition of crushed, shaved, or shipped ice directly into the mixer with a subsequent addition of cement to maintain proper water- cement ratio. Continue mixing until ice is completely melted. (3) Other approved methods. E. Finishing 1. Nonresidential Pavements: Finish concrete pavement by power-driven transverse finishing machines and longitudinal finishing machines. Provide transverse finishing machine with two screeds accurately adjusted to crown of pavement. Ride transverse finishing machine on forms, so designed and operated as to strike off and consolidate concrete. Make at least two trips over each area, or more if necessary. Provide longitudinal finishing machine with a longitudinal float not less than 10 feet in length, adjusted to a true plane. Ride longitudinal finishing on forms, so designed and operated as to finish pavement to required grade. Equip finishing machines with rubber tires to roll on concrete pavement. Just before concrete becomes nonplastic, belt pavement surface with a canvas or canvas-rubber composition belt of two- or four-ply construction, not less than 6 inches nor more than 10 inches wide, and at least 2 feet longer than width of pavement. Use short transverse strokes and rapidly advance longitudinally to produce uniform surface of gritty texture. 2. Residential Pavements: Concrete pavement may be finished by machine or by hand. If by machine, see Paragraph E.1. above. If finished by hand, thoroughly vibrate concrete around reinforcement and embedded fixtures. Tamp concrete with a tamping template make of 4-inch by 10-inch lumber, or equivalent metal section, at least 2 feet longer than width of pavement, to conform to crown section of pavement. If wood-tamping template is used, it is to have a steel face not less 3/8 inch in thickness. Strike off concrete with a strike-off screed made of 4-inch by 10-inch lumber or equivalent metal section at least 2 feet longer than width of pavement and conforming to crown section of pavement. Move strike-off screed forward with combined transverse and longitudinal motion in direction work is progressing, maintaining screed in contact with forms, and maintaining slight excess of materials in front of cutting edge. Use a longitudinal float not less than 10 feet in length to level surface. Prior to concrete becoming nonplastic, belt pavement surface with a canvas or canvas-rubber composition belt or two- or four-ply construction not less than 6 inches nor more than 10 inches wide, and at least 2 feet longer than width of pavement. Use short transverse strokes and rapidly advance longitudinally to produce uniform surface of gritty texture. 3. Slip Form: If this method of construction is used, all requirements of this TECHNICAL SPECIFICATION in regard to subgrade and pavement depth, alignment, consolidation, finishing, workmanship, etc. to be met. Equip "slip form paver" with longitudinal transangular finishing float adjustable to crown and K3101 - 7/10 10/13/2005 grade. Extend float across the pavement almost to the side form and/or the edge of slab. F. Surface Tests 1. Test entire surface before initial set and correct irregularities or undulations to bring surface within requirements of following test, then finish. 2. Place approved 10-foot straight edge parallel to center of roadway so as to bridge any depressions and touch all high spots. Ordinates measured from face of straight edge to surface of pavement not to exceed 1/16 inch per foot from nearest point of contact, and in any case maximum ordinate to 10-foot straight edge to be no greater than 1/8 inch. G. Joints: Place joints of types shown on PLANS at required locations and at spacing shown. 1. Construction Joints: Place transverse construction joint when necessary to stop concrete placement for period of more than 30 minutes. Length of slab to be not less than 10 feet from nearest joint of complete slab. If closer than 10 feet from nearest joint of complete slab. If closer than 10 feet, Contractor to remove concrete from between forms back to nearest normal join and place construction joint bulkhead. Use longitudinal keyed construction joints at pavement edges where required. 2. Expansion Joints: Place expansion joint at radius points of curb returns for cross-street intersections, or as shown on PLANS. Do not use boards less than 6 feet in length. When pavements are 24 feet or less in width, use not more than two lengths of board. Secure pieces to form straight joint. Shape board filler accurately to cross-section of concrete slab. Use premolded joint filler, accurately shaped, in curb section. Load transmission devices to be of type and size shown on PLANS. Use joint sealing compound as required. 3. Contraction Joints: Make straight and place at spacing shown on PLANS. Place asphalt-coated smooth dowels accurately and normal to joint. Tool edges of groove and seal with joint sealing compound. 4. Longitudinal Weakened Plane Joints: Form longitudinal weakened plane joint by an approved continuous metal shield or asphalt impregnated felt strip placed continuously behind longitudinal float by a machine of the flex plane type. H. Protection and Curing: Following requirements apply on alternate methods of curing. Cover concrete with burlap or cotton mats, when concrete has hardened sufficiently to prevent marring of surfaces, and keep wet continuously for 72 hours. Apply curing compound immediately after free water has disappeared and at rate specified. Keep polyethylene sheets or membrane curing film in place and intact for five days, in lieu of 72 hours wet curing. Cure concrete curbs and gutters to prevent checking while setting. After each day's run, barricade street. No wheeling will be K3101 - 8/10 10/13/2005 allowed on concrete during curing period. Do not open pavement to traffic until concrete is at least 10 days old. Clean off pavement and seal joints before opening pavement to any traffic. Polyethylene sheeting will be kept on the job site at all times to cover and protect pavement during adverse weather conditions. Concrete surface, which is still in a plastic state, shall be protected from adverse rainfall conditions so as not to impair the quality of the pavement surface. I. Removal and replacement of Deficient Concrete: REMOVE AND REPLACE with pavement of specified thickness. Length of pavement to be removed shall be to the nearest existing joint (Type A, C, or E) in both directions. Width of pavement to be removed shall be from the centerline of pavement to edge of pavement. Contractor shall saw completely through existing reinforcing steel at said joints, except at expansion joints. Prior to replacement of deficient concrete pavement, Contractor shall drill and dowel concrete pavement for 5/8-inch diameter reinforcing rods 30 inches long on 24 inch centers as shown on plans for TYPE E construction joint. 3.02 MEASUREMENT AND PAYMENT A. Measurement: "Concrete Pavement to be measured by square yard of surface area of completed and accepted pavement of thickness designated. Measurement to be made from back to back of curb. "Monolithic Concrete Curb and Gutter," "Concrete Curb," "Temporary Concrete Curb," and "Mountable Concrete Curb" of height designated will be measured by linear foot. "Driveway Turnout" will be measured by the square yard of surface area of completed and accepted turnout. B. Payment 1. Adjustment of payment for acceptable pavement and replacement of faulty pavement to be in accordance with the following: a. Thickness of pavement to be determined by measurement of cores taken prior to final acceptance, at such points as Engineer may select. 6-inch diameter cores taken at rate of at least one core per each 1,000 square yards of pavement. These initial cores to be paid for by owner. b. Pavement of thickness within 1/4-inch of designated thickness to be considered of satisfactory thickness, and to be paid for at Contract unit price. c. Pavement of thickness less than thickness designated by more than 1/4-inch, but less than 1/2-inch, to be considered of deficient thickness, and adjusted unit price to be used in payment. This price shall be one-half of the Contract unit price. Length of area of such deficient thickness to be determined by additional cores in each direction until cores are obtained which measure designated thickness. Width of such area to be entire width of pavement within length thus determined. 2. Payment will not be made for pavement which is deficient in thickness by 1/2-inch or more. Length of area of such unsatisfactory thickness to be determined by additional cores taken at intervals of 10 feet along length of pavement in each direction until cores are obtained which have designated thickness less 1/2-inch. Width of such area to be entire width of pavement within length of such area to be K3101 - 9/10 10/13/2005 determined. If deficiency in thickness is not more than 3/4-inch, Contractor may leave such pavement in place, relinquishing thereby any claim for compensation incurred in its construction. If deficiency in thickness is 3/4-inch or more remove, dispose and replace with pavement of specified thickness as described in paragraph 3.01. 3. No additional payment over Contract unit price to be made for pavement of thickness exceeding that required by PLANS. 4. Additional 6-inch diameter cores required determining areas of deficient thickness to be paid for by Contractor. 5. "Concrete Curb" to be paid for at Contract unit price. K3101 - 10/10 08/03/2004 ITEM NO. L3001 - ELECTRICAL CONSTRUCTION PART 1 - GENERAL 1.01 DESCRIPTION A. Extent of Work: Furnishing all plant, labor, materials, equipment, supplies, supervision, and tools, and performing all operations in connections with the furnishing, installation, testing and placing in service of all related electrical work specified herein, and within other Items in the Technical Specifications B. Quality Assurance 1. Comply with all National Electric Code (NEC) requirements, local ordinances, State and Federal Regulations as applicable to this project 2. Manufacturer: Furnish products of manufacturers named unless otherwise approved in writing 1.02 SUBMITTALS A. Tabulated Data: Furnish tabulated data for all products to be installed where same are exactly as described herein. B. Catalog Data: Furnish catalog cuts indicating exact models to be furnished, if not covered by "A" above, including the following: 1. Wires and Conduit 2. Push button stations 3. Lighting panels 4. Devices 5. Dry-type transformers 6. Safety switches 7. Circuit breakers 1.03 STORAGE AND HANDING Maintain materials and equipment in like-new condition. This includes use of heat lamps and suitable coverings to prevent accumulation of construction dirt and excess condensation PART 2 - PRODUCTS 2.01 MATERIAL AND FEATURES A. Conduit- Above Ground 1. Rigid Conduit: Mild steel, hot dipped galvanized, produced according to A NSI C80.1-71, Underwriters' Laboratories (UL) labeled. L3001 - 1/6 08/03/2004 2. Rigid aluminum conduit to conform to N.E.C., Underwriters' Laboratories Standard UL-6 and ANSI C80.5-66. Manufacture of No. 6063 alloy, temper design T-1. Fittings of same material. 3. Flexible Conduit: "Sealtite," type US, by American Brass Company or Anaconda. 4. Conduit Fittings: Crouse Hinds, Appleton, or Killark. 5. Plastic Conduit: Type 40 heavy wall 90° C wire rated polyvinyl chloride (PVC) conduit. UL rated, No. 651, conform to NEMA Standards TC-2-75, and listed in conformity with article 347 of NEC. B. CONDUITS - BELOW GROUND 1. Transite Korduct type I, PVC power and communications duct tape EB. 2. PVC type 40 heavy wall 90° C wire rated; same as A-5 above. 3. Republic Galvibond, Rob Roy Plastibond with polyvinyl chloride coating fused to the surface with minimum thickness of 40 mils. All fittings and couplings to be coated to same specifications.Comply with NEMA No. RNI - 1-74 (TYPE A). C. WIRE AND CABLE 1.Conductors: Soft annealed copper wire covered with continuous coating of tin or lead alloy. 2. 600 volts AC or less. a. Wire and Cable in Dry Locations: THW,75° C rating, Insulation to be PVC (polyvinyl chloride) compound meeting UL Standard 83; UL listed cable. b. Wire and Cable in Wet Locations: Type RHH, RHW, USE, FR-1: insulation, ethylene-propylene 90° C elastometer and vulcanized chloro-sulfonated polyethylene based compound outer jacket. Insulation to meet all NEMA WC8-76 for ethylene propylene rubber insulation, ASTM D 2802-72 and UL Stanaard 44-76. Outer jacket to meet or exceed all requirements of NEMA WC3-69 section for heavy duty chloro-sulfonated-polyethylene. Cable to be UL listed 75° C for wet locations. c. Control Cable: 600 volt EPR insulated hypalon with overall hypalon jacket, UL labeled type TC. 3. 250 Volts D.C. or Less a. Wire and Cable: Type RHH, RHW; rated for 2000 volt AC. Insulation: Ethylene-propylene base insulating compound and to meet NEMA WC8-76 and UL Standard 44-76. Outer jacket: Vulcanized chloro- sukfibared-polyethylene based compound and to meet or exceed NEMA WC3-669 for heavy duty chloro-sulfonated-polyethylene, UL listed 75° or 90° C as applicable. Manufacturer: Okonite, Anaconda, G.E., Triangle, or Phelps-Dodge. b. Outlet Box Wire Connectors: Scotchlock, T&B, or Ideal. c. Tapes: Scotch No. 33 or Plymouth plastic, UL listed. C. Push Buttons Stations and Selector Switches 1. Heavy-Duty Pushbutton Stations and Selector Switches: G.E. Class CR 2950, L3001 - 2/6 08/03/2004 Westinghouse Class OT or Crouse Hinds. 2. Indoor stations in NEMA I enclosures. 3. Outdoor Stations: Where shown as "WP," in cast iron or aluminum,NEMA IV enclosure D. Lighting Panels; Plug-in type circuts breakers; capacity as shown, Square D, type NQO, G.E., Westinghouse, Cutler-Hammer, Allen-Bradley, or I-T-E. E. Light Switches 1. 20 ampere, 277 volt 2. Bryant 4901, or P&S 20 AC1, single pole. 3 Bryant 4902, or P&S 20 AC2, double pole. 4. Bryanr 4902, or P&S 51 AC3, three way 5. Brown bakelite cover in offices and laboratories, and dry, indoor locations, where flush mounted. 6. Crouse-Hinds DS185, or Appleton FSK-IVS cover in damp locations, where plans indicate WP. 7. Crouse-Hinds DS32, or Appleton FSK_ITS-C cover where surface mounted, with FS condulet box. F. Receptacles 1. Nonweatherproof: Bryant 5262, or P&S 5262, grounding type, brown bakelite cover. 2. Weatherproof: Bryant 5261, or P&S 5261, spring cover and FS condulet box. G. Lighting Transformers: 1. Two 5% taps below 2. 80° C temperature rise. 3. Westinghouse, type EP pr EPT, G. E. tyoe Q M or Q L, or equivalent by Sorgel or Marcus. 4. Standards: NEMA ST-20-72, ANSI C89, 1-74, UL 506-76 H. Safety Switches: 1. Switches: General purpose, heavy-duty, with visible blades and safety handle. Square D type H200 and H300, Westinghouse type F and H4, or equivalent by Cutler-Hammer or I-T-E. 2. Enclosures as indicated on PLANS, weatherproof(WP) to be NEMA 3R- Raintight, Watertight(WT) to be NEMA 4, Indoor-NEMA 1 or NEMA 2 as indicated. H. Enclosed Circuit Breakers-Molded Case 1. Where shown on PLANS use enclosed molded case circuit breakers. 2. Minimum size, 150amp frame with symmetrical current interruption rating as follows: 240 V.A.C. -14,000, 600 V.A.C. - 14,000. 3. Enclosures as indicated on PLANS and in accordance with nomenclature for switches in item"H" above. 4. Manufacturer to be Westinghouse, G.E., Square D, I-T-E, or Cutler-Hammer. L3001 - 3/6 08/03/2004 PART 3 -EXECUTION 3.01 GENERAL A. Install all equipment and material in accordance with recommendations of each equipment manufacturer. B. Use only workmen skilled in this type of work. 3.02 INSTALLATION A. Rigid Steel and Aluminum-Above Ground 1. Installation Practices: AISI Handbook "Steel Electrical Raceways" for both steel and aluminum. 2. Sleeves through footing for exterior runs to be "OZ" Series FSK, WSK, Gand W, or 3M. 3. Exposed raceways to be installed parallel or perpendicular to walls, structural members of intersections, or vertical planes and ceilings. 4.Screw clamp backs to be used with conduits run on walls or ceilings. 5. Place an approved (OZ, Crouse-Hinds, Appleton) expansion fitting where crossing building expansion joints B. Plastic Conduit- above ground 1. Where specifically shown on PLANS, and always in chlorine rooms, use PVC schedule 40 heavy-wall conduit installed in accordance with manufacturers recommendations. C. Conduits -Below Ground 1. Transite Korduct type I, PVC power, and communication duct type EB. a. Encase in Class B concrete, minimum 24-inch cover, 2 inches between conduits, 3-inch clearance to outside of envelope. Concrete to be red as poured it upper 3 inches to have red dye sprinkled in mixture during pour and on top to assure red coloring. b. Reinforced conduit bank with one No. 3 reinforcing rod for 1 to 3 conduits, and two No. 3 reinforcing rods for 4 plus conduits. c. Grade conduits to pull boxes or manholes d. Draw cleaning mandrel and rag through conduits before installing conductors. 2. Where specifically shown on PLANS, use Republic Galibond rigid conduit installed in accordance with manufacturer's recommendations. 3. Install markers for underground conduit at the beginning and ending of run, one marker every 100 feet in a straight line run, and one marker at direction changes. markers to be concrete 12 inches square and 6 inches deep, Top to have "E" cast in concrete. Set top 1 inch above finished grade. D. Wire and Cable L3001 -4/6 08/03/2004 1. Size: Not smaller than No. 12 AWG, except control wire to be No. 14 AWG, or No. 12 AWG stranded as indicated on PLANS. 2. Strandings: No. 10 or larger to be stranded 3. Branch circuit grounding conductors in conduit to be installed unless otherwise noted. 4. ColorCoding: In accordance with NEC for color cod control wires. 5. Connections and Splices in Dry Locations: 600 Volts AC and below. Connect to equipment(except motor terminals)with pressure connectors. Use compression lugs at motor terminals. Use compression sleeves for splices of No. 8 AWG and larger. Use electrical springs connectors (Scotchlock or 3M) for connections and wire joints in lighting and receptacle outlet boxes, and control junction boxes with terminal strips. Maximum wire size No. 8 for spring connectors. Cover all splices, joints, and free ends of conductors with insulation equivalent to that of conductors or with insulating device suitable for the purpose. 6. "Meg" Circuits and Equipment: Report results, in writing, to Engineer. Replace all\ circuits and equipment megging one megohm or less. E. Lighting Panels 1. Top operating handle not to exceed 6 feet and 6 inches from fmished floor. 2. Label all circuits on director card with embossing tape prior to job completion. F. Mounting Heights for Light Switches and Receptacles 1. Light Switches: 4 feet and 6 inches from finished floor 2. Receptacles: 18 inches above floor in offices and laboratories (except where installed in counter splashbacks or above) and 4 feet and 6 inches in all other places. G. Lighting Transformers: Size and mounting shown on PLANS. H. Safety Switches: Where shown on PLANS and required by NEC. Use safety disconnect switches, fused or unfused as indicated I. Grounding System: As shown on PLANS and required by NEC. Use 3/4-inch copperweld ground rods, minimum length of 10 feet. Braze wire to electrodes and braze tops, or use "Cadweld" process. Coat brazed or "Casweld" connections with Kopper Bitumastic No. 505 or equivalent coal tar pitch coating. J Flexible Conduit Connections: Minimum of 2 feet to be provided for equipment subject to vibration or movement and to all motors. Arrange to facilitate motor removal. 3.03 MEASUREMENT AND PAYMENT No separate payment for work performed under this Item. Include cost of same in contract prices bid for items of which this work is a component. L3001 - 5/6 CITY OF PORT ARTHUR, TEXAS PIONEER PARK LIFT STATION UPGRADES ELECTRICAL SCOPE OF WORK AND SPECIFICATIONS =• EOFTF `lt LON HUBBARD / f • r .0%. 64363 = ; ‘‘. tONAIEN�'� tirY7 A October 2020 Lon A. Hubbard, P.E. EPIC 603 DAYTON ST ORANGE TX 77630 409-670-9393 FIRM#14251 CITY OF PORT ARTHUR TEXAS PIONEER PARK LIFT STATION UPGRADES Summary Electrical Scope of Work Project Description The City of Port Arthur is upgrading their Pioneer Park sewer lift station.This summary outlines the highlights of the work to be completed. It is not the entirety of the scope of work. Electrical contractor (EC) shall utilize plans, specifications, work summary and generally accepted industry building practices to complete the upgrade. Codes and regulations including but not limited to NFPA 70 (2020 National Electrical Code),TCEQ 217, NFPA 820 and others as applicable. Summary of Work General Existing Site 1. The lift station is existing. The current pumps are self priming pumps located in a block building. 2. Electrical service to the site is 120/240V 3 phase, and there is an existing three phase emergency power generator on site. 3. The existing service and Automatic transfer switch are located on the exterior of the building. 4. The station is arranged with a wet well and a dry well. Proposed Renovation to Lift Station 1. This scope of work deals with the electrical and controls portion of the project. Reference to Contractor or Electrical contractor is not necessarily a delegation of the work responsibilities. The general contractor for the project is responsible to ensure all electrical and control work is completed in a strict accordance with the plans, specifications and the applicable codes and standards governing this type of work. The document will be complementary to the plan drawings and material specs. Items called for in one and not in another will be considered to have been called for in all. 2. This project will remove the existing electrical service and the building and the self-priming pumps. 3. EC shall construct a new elevated power and control rack as detailed in the drawings and extend new wiring to the new submersible pumps, level transmitter and the float switches. 4. The existing dry well will be demolished and will now be part of the wet well set up for the lift station. 5. The generator will remain in place.The existing Automatic transfer switch will be removed by the EC during demo and re installed on the new electrical/control rack. 6. EC shall coordinate all Entergy related activities to have service disconnected and new UG service installed to the new electrical/control rack. 7. The Pump Control Panel shall be quoted as a separated item.The city reserves the right to supply this unit to the EC for installation and start up. EPIC CITY OF PORT ARTHUR TEXAS PIONEER PARK LIFT STATION UPGRADES Summary Electrical Scope of Work Electrical Construction • The site is existing and is in operation. Any work that will require the de-energization of equipment will require the EC to coordinate at all time with the GC and owner. • General contractor shall provide safe access to all work at all elevations. • Electrical contractor shall schedule all work with the general contractor and owner. • Electrical contractor shall make site visit prior to any work. • Electrical contractor is responsible to ensure that the electrical system is installed in accordance with the requirements of the 2020 Edition of the National Electrical Code (NFPA 70), NFPA 820 related to hazardous areas and TCEQ 217(b). • Electrical contractor shall function test equipment, test conductors with megger and verify, set motor rotations, and make all correction and repairs.Testing shall be coordinated with plant operations and general contractor. • Electrical contractor shall be present for startup and commissioning and be fully capable of repairs and whatever support that is required for the electrical installation. • All above ground conduits shall be aluminum with form 7 fittings. • All below ground conduit shall be schedule 40 PVC encased in 3000psi red concrete. • Electrical contractor shall tag all new terminations as specified in the drawing package with machine written tags. Handwritten tags will not be accepted under any circumstances. All control wiring will be tagged with wires destination to indicate where it is terminated. • Electrical contractor shall be present during verification and commissioning procedures. • EC shall furnish all scheduled instrumentation and control equipment. EC will be responsible for all calibration set up, configuration, spare parts and function testing of equipment supplied. Final parameters configured shall be submitted with as built documentation. Materials All materials used in the electrical construction shall be as listed in the specifications. Specifically, underground conduits shall be Schedule 40 PVC.The following supersedes the material spec: • Above ground conduits shall be Rigid Aluminum. • All new enclosures including the meter can (if required) shall be NEMA 4X 316 Stainless Steel. • All conduit fittings shall be form 7 Aluminum. • All flexible conduits shall be ATX Flexible Liquid tight Conduit utilizing grounding fittings. An external ground wire shall be connected between fittings to ensure a continuous ground path in the conduit system. • All conduit runs shall be equipped with a low point drain. • All Unistrut and connection hardware shall be 316 SS. CITY OF PORT ARTHUR TEXAS PIONEER PARK LIFT STATION UPGRADES Summary Electrical Scope of Work • Acceptable manufacturers for power distribution equipment and transformers: EATON, Sq. D, GE Lon A. Hubbard, P.E. June 2020 ca EPIC ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 900.01 - GENERAL A. Supplementary Conditions 1. The General Conditions and Requirements, Special Provisions and Scope of Work are hereby made a part of this section. For purposes of definition, the Owner shall be the OWNER. The electrical construction contractor (ECC) shall be interpreted as the party who shall be directed to use this specification and the project documents for work described herein. The General Contractor for this project shall submit sufficient documentation to the Owner for prior approval of the selected ECC, in accordance with Section 900.16 of this specification. Rejection by the Owner of the proposed ECC will result in the General Contractor being required to resubmit another ECC for prior approval without any additional costs to the Owner nor any contract time extensions granted to the Contractor. The ECC shall furnish, construct, and install the electrical and instrument facilities as further described in these the Electrical specifications and project documents. Drawings supplied are general guidelines and are not electrically specific in nature but are dependent upon detail drawings as submitted by the ECC in accordance with provisions of this specification. Any miscellaneous or additional material beyond that listed or shown on drawings required for the completion of work, shall be supplied by the Contractor, at no additional cost to the owner. 2. The Electrical Drawings and Specifications under this division shall be made a part of the contract documents. The drawings and specifications of other divisions of this contract, as well as supplements issued thereto, information to bidders, and other pertinent documents issued by the Owner's Representatives are a part of these drawings and specifications and shall be examined by all bidders. Failure to examine all documents shall not relieve the bidder of any responsibility nor shall it be used as a basis for additional compensation due to omission of details of other divisions from the electrical documents. 3. Furnish all work, labor, tools, superintendence, material, equipment, and operations necessary to provide for a complete and workable electrical system as defined by the contract documents. 4. Contractor shall be responsible for visiting the site and checking the existing conditions. He shall also ascertain the conditions to be met for installing the work and adjust bid accordingly. 5. It is the intent of the contract documents that upon completion of the electrical work, the entire system shall be in a finished workable condition. 6. All work that may be called for in the specifications but not shown on the drawings, E?IC P g 1 , ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS or, all work that may be shown on the drawings but not called for in the specifications, shall be performed by the Contractor as if described in both. Should work be required which is not set forth in either document, but which work is nevertheless required for the fulfilling of the intent thereof; then, the Contractor shall perform all such work as fully as if it were specifically set forth in the contract documents. 7. The use of the word "furnish" or "install" or "provide" shall be taken to mean that the item or facility is to be both furnished and installed under this section unless specifically stated to the contrary; that the item or facility is to be furnished under another section and installed under this section; furnished under this section and installed under another section; or furnished and installed under another section. 8. The use of the term "as (or where) indicated" ; "as (or where) shown"; "as (or where) specified"; or "as (or where) scheduled" shall be taken to mean that the reference is made to the contract documents, either under the drawings or the specifications, or both documents. 9. Within thirty (30) days after award of contract the Contractor shall submit to the Engineer control schematic drawings covering operational, protective and communication and annunciator wiring. 10. Submittals will be required for all items of alternate brands. The ECC shall secure approval in writing from the Engineer ten (10) days prior to Bid date for all alternate brands to be considered. Where no alternates are listed by the bidder, it is assumed that the bid item meets the specifications and no substitution will be accepted. B. Standards 1. All materials and equipment shall conform to the requirements of the contract documents. They shall be new, free from defects, and they shall conform to the following standards where these organizations have set standards: a. Underwriters Laboratories, Inc. (UL) b. National Electrical Manufacturer's Association (NEMA) c. American National Standards Institute (ANSI) d. Insulated Power Cable Engineers Association (IPCEA) e. Occupational Safety and Health Act (OSHA). f. Institute of Electrical and Electronic Engineers (IEEE). g. Applicable local, city, county codes, ordinances, etc. 0 EPIC pb 2 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS h. National Electrical Code of National Fire Protection Association (NFPA 70-1999). 2. The definition of terms used throughout the contract documents shall be as specified by the following agencies: a. Underwriters Laboratories, Inc. b. National Electrical Manufacturer's Association c. American National Standards Institute d. Insulated Power Cable Engineers Association e. National Electrical code f. National Fire Protection Association 3. Submit copies of applicable standards with each submittal. 4. All material and equipment, of the same class, shall be supplied by the same manufacturer unless specified to the contrary. 5. All materials shall bear UL labels where standards have been set for listing. 6. The Owner will accept only the highest standards of work and performance as typified by the standards of the electrical industry. C. Permits, Codes, and Utilities 1. Secure all permits, licenses, and inspections as required by all authorities having jurisdiction. Give all notices, comply with all laws, ordinances, rules, regulations, and contract requirements bearing on the work. 2. The minimum requirements of the Electrical system installation shall conform to the latest edition of the National Fire Protection Association as well as local and state codes. 3. Codes and ordinances having jurisdiction over the work shall serve as minimum requirements, but, if the contract documents indicate requirements, which are in excess of those minimum requirements, then the requirements of the contract documents shall be followed. Should there be any conflicts between the contract documents and codes, or any ordinances having jurisdiction, report these with the bid. EPIC oII g. 3 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS A. Shop Drawings 1. Shop drawings shall be taken to mean detailed drawings with dimensions, schedules, weights, capacities, installation details, and pertinent information that will be needed to described the Material or equipment in detail. 2. Submittals shall be taken to mean catalog cuts, general descriptive information, catalog numbers, and manufacturer's name. 3. Submit six copies for review of all shop drawings and submittals as hereinafter called for within sixty days after award of contract. If shop drawings and submittals are not received in sixty days, the Owner's representative reserves the right to go directly to the manufacturer for the information and any expense incurred shall be borne by the Contractor. 4. I Review of submittals or shop drawings shall not remove the responsibility for furnishing material or equipment of proper dimensions, quantity and quality, nor will such review remove the responsibility for error in the shop drawings or submittals. 5. Shop drawings and submittals will be returned and unchecked if the specific items proposed are not clearly marked, or if the general contractor's approval stamp, are omitted. 6. When requested, furnish samples of materials for acceptance review. If a sample has been reviewed and accepted, then that item of material or equipment installed on the job shall be equal in quality to the sample; if it is found that the installed item is not equal, then replace all such items with the accepted sample equivalent. 7. Submit catalog literature for each item of material specified. B. Operations and Maintenance Manuals 1. Six weeks prior to the completion of the project, compile an operations and maintenance manual on each item of equipment. These manuals shall include detailed instructions on operations and maintenance as well as spare parts list. 2. Submit six copies for review. C. Record Drawings 1. As the job progresses, mark up with red pencil on blueline prints the deviation from the Contract Documents of all raceway, wiring, and equipment, installations. 2. After completion of job, transcribe this information onto sepia prints and label "Record Drawings." 3. Details of control instrumentation and signal wiring that are not shown in the Contract Drawings, shall be included with the Record Drawings. EPIC pg.4 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 4. Raceway and wiring details of each pullbox and junction box larger than 100 cubic inches shall be included with the Record Drawings. These details shall show size of each conduit penetration, wire size, wiring function and terminus information of each raceway and wire. 900.03 - QUALITY CONTROL A. Acceptance and substitutions 1. All manufacturers named are a basis as standard of quality and substitutions of any equivalent product will be considered for acceptance. The judgement of equivalence of product substitution shall be made by the Engineer. Where catalog numbers of equipment are stated on the drawings and/or specifications, no substitutes will be accepted unless approval is given by the Owner in writing. 2. Substitutions after award of contract shall be made only within sixty days after the award of contract and only on items not subject to pre-qualification requirements. Furnish all required supporting data. The submittal of substitutions for review shall not be cause for time extensions. 3. Where substitutions are offered, the substituted product shall meet the product performance as set forth in the specified manufacturer's current catalog literature, as well as meeting the details of the contract documents. 4. The details on the drawings and the requirements of the specifications are based on the first listed item of materials or equipment; if any other than the first listed materials or equipment is furnished, then assume responsibility for the correct function, operation, and accommodation of the substituted item. In the event of misfits or changes in work required, either in this Section or other Sections of the contract, or in both; the Contractor shall bear all costs in connection with all changes arising out of the use of other than the first listed item specified. 5. Energy efficiency of each item of power consuming equipment shall be considered one of the standards for evaluation. B. Excavation and Backfilling 1. Do all excavating and backfilling necessary for the installation of the work. This shall include shoring and pumping in ditches to keep them dry until the work in question has been installed. All shoring required to protect the excavation and safeguard employees shall be properly performed. See the appropriate trench safety section of the specifications. 2. All excavations shall be made to the proper depth, with allowances made for floor slabs, forms, beams, finished grades, etc. Ground under conduits shall be well compacted before conduits are installed. E?IC pg 5 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 3. All backfill shall be made with selected soil, free of rocks and debris and shall be pneumatically tamped in six-inch layers to secure a field density ratio of 90%, unless otherwise specified. 4. All excavated material not suitable and not used in the backfill shall be removed to the onsite disposal area. Area shall be as directed by the Engineer. 5. Field check and verify the locations of all underground utilities prior to any excavating. Avoid disturbing these as much as possible. In the event, existing utilities are broken into or damaged, they shall be repaired to make their operation equal to that before the trenching was started. 6. Where the excavation requires the opening of existing walks, drives, or other existing pavement, these facilities shall be cut as required to install new lines and to make connections to existing lines. The sizes of the cut shall be held to a minimum, consistent with the work to be installed. After installation of new work is completed and the excavation has been backfilled in accordance with above, repair existing walks, drives, or other existing pavement to match existing installation. C. Cutting and Patching 1. Cutting and patching required under this section shall be done in a neat workmanlike manner. Cutting lines shall be uniform and smooth. 2. Use concrete saws for large cuts in concrete and use core drills for small round cuts in concrete. 3. Where openings are cut through masonry walls, provide lintel or other structural supports to protect the remaining masonry. Adequate support shall be provided during the cutting operation to prevent damage to the masonry. 4. Where large openings are cut through metal surfaces, attach metal angles around the opening. 5. Patch concrete openings that are to be filled with nonmetallic, non-shrinking grout. Finished concrete patching shall be troweled smooth and shall be uniform with surrounding surfaces. 6. No cutting of structural elements shall be done without permission of the Engineer. D. Flashing 1. Provide waterproof flashing for each penetration of exterior walls and roofs. 2. Flashing for conduit penetrations through built-up roofs shall be made with pitch panel filled full with pitch. E. Construction Requirements ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 1. Except where specifically detailed or shown, the locations and elevations of equipment are approximate and are subject to small revisions as may prove necessary, or desirable, at the time the work is installed. final locations shall be confirmed with the Engineer in advance of construction. Confirmed locations shall be made for the following: a. Poles b. Receptacles c. Rough ins and connections for equipment furnished under other sections d. Lighting Fixtures e. Outlets f. Motor Control Centers, Switchboards, Panelboards, etc. 2. Where equipment is being furnished under another section, request from the Engineer an accepted drawing that will show exact dimensions of required locations of connections. Install the required facilities to the exact requirements of the approved drawings. 3. All work shall be done in the best and most workmanlike manner by qualified, careful electricians who are skilled in their trade. The standards of work required throughout shall be of the first class only and electricians whose work is unsatisfactory to the Engineer shall be instantly dismissed from the work upon written notice from the Engineer. All work must meet the approval of the Engineer. 4. Unless shown in detail, the drawings are diagrammatic and do not give exact details as to elevations and routing of conduits, nor do they show all offsets and fittings; nevertheless, install the conduit system to conform to the structural and mechanical conditions of the construction. Unless locations and routing of exposed conduits are shown, confirm locations and routing prior to installation with the Engineer. 5. Holes for raceway penetration into sheet metal cabinets and boxes shall be accurately made with a hole punch. Cutting openings with a torch or other device that produces a jagged, rough-cut will not be acceptable. 6. Raceway entry into equipment shall be carefully planned. Cutting of enclosure framework to accommodate poorly planned raceway placement will not be acceptable. 7. Cabling inside equipment shall be carefully routed, trained, and laced. Cables so placed that they obstruct equipment devices shall not be acceptable. 8. Equipment shall be set level and plumb. Supporting devices installed shall be set and so braced that equipment is held in a rigid, tight fitting manner. F. Equipment Protection 1. Provide suitable protection for all equipment, work, and property against damage A ag 7 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS during construction. 2. Assume full responsibility for material and equipment stored at the site and incorporated within the project. 3. Conduit openings shall be closed with caps or plugs during installation. All outlet boxes and cabinets shall be kept free of concrete, plaster, dirt, and debris. 4. Equipment shall be covered and tightly sealed against entrance of dust, dirt, and moisture. 5. All dry transformers prior to being energized shall be protected against moisture and dirt absorption by a suitable covering. Also, maintain heat inside the covering by means of 200-watt minimum lamps. 6. Interiors of switchgear and motor control centers shall be kept clean and dry prior to being energized. Maintain heat inside each unit with one 200-watt lamp located at bottom of each vertical section. Energizing integral condensation heaters shall be acceptable in place of lamps. G. Cooperation With Work Under Other Sections 1. Cooperate with all other trades to facilitate the general progress of the work. Allow other trades every reasonable opportunity for the installation of their work and the storage of their materials. 2. The work under this section shall follow the general building construction closely. Set all pipe sleeves, inserts, etc., and see that openings for cases, pipes, etc., are provided before concrete is placed or masonry installed. 3. Work with other trades in determining exact locations of outlets, conduits, fixtures, and pieces of equipment to avoid interference with lines as required to maintain proper installation of other work. 4. Make such progress in work that will not delay the work of other trades. Schedule the work so that completion dates are established by the Engineer are met. Furnish sufficient labor or work overtime to accomplish these requirements if directed to do so. H. Installation and Connection of Work Under Another Section 1. Except as otherwise indicated, details of control wiring required for plant instrumentation are not shown; however, ascertain the requirements and install all wiring as required under those sections. 2. Verify the electrical capacities of all motors and electrical equipment furnished under other sections, or furnished by the Owner, and request wiring information from the Engineer if wiring requirements are different from that specified under this section. pg. 8 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS Do not make rough-ins until equipment verification has been received. 3. Install all motors, controllers, terminal boxes, pilot devices, and miscellaneous items of electrical equipment that are not integrally mounted with the equipment furnished under other sections. All such equipment shall be securely mounted and adequately supported in a neat workmanlike manner. Cleanup and Test 1. Remove all temporary labels, dirt, paint, grease, and stains from all exposed equipment. Upon completion of work, clean equipment and the entire installation to present a first class job suitable for occupancy. No loose parts or scraps of equipment shall be left on the premises. 2. Equipment paint scars shall be repaired with paint kits supplied by the equipment manufacturer, or with an approved paint. 3. Clean interiors of each item of electrical equipment. At completion of work, all equipped interiors shall be free from dust, dirt, and debris. 4. Test insulation value of each service entrance cable, each feeder cable, and each branch circuit wire. Test shall be made by means of crank-type ohmmeter that impresses 1000 volts do across the insulation. Each ungrounded conductor shall have its insulation integrity tested after installation within its raceways from termination-to-termination. However, testing shall be made prior to connection to line and load. All such testing shall be done in the presence of the Owner's Representative and the test results shall be submitted for review. Insulation value of each installed cable and wire shall be equal to, or greater than 500,000 ohms. Should the insulation value be less for each conductor tested, replace any and all such deficient wire and cable runs, and retest to compliance. 900.04- RACEWAYS A. Concrete encased non-metallic conduit shall be schedule 40 PVC. Couplings shall be PVC solvent-weld type. Such conduit shall be Carlon "PV-Duit", Con-Tex "Telecon", or equal. B. Plastic jacketed rigid metallic conduit shall be hot-dipped galvanized steel, inside and out, and have a 40 mil minimum thickness PVC coating on exterior metallic surfaces and a PVC coating on the interior metallic surfaces. couplings shall be sleeved. Such conduit shall be Rob-Roy, Industry's "Plasti-Bond Red", or equal. C. Flexible liquid tight ferrous metallic conduit shall have extruded thermoplastic cover with interlocked galvanized steel core. The conduit shall be U.L. listed. Such conduit shall be T&B high temperature with ss grounding fittings. D. Rigid metallic conduit locknuts shall be galvanized steel in sizes under 2" and galvanized malleable iron on sizes 2-1/2" and larger. Sealing locknuts shall have in addition to that specified above, and integrally fused thermoplastic gasket so that the locknut is rated NEMA- pg. 9 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 4. E. Rigid metallic conduit expansion/deflection fittings shall be water-tight with flexible plastic sleeve that allows 3/4" movements in all directions. Hubs shall be threaded, galvanized malleable iron. Clamping bands shall be stainless steel. There shall be an equipment ground bonding jumper. Expansion deflection fittings shall be Crouse Hinds, OZ, or equal. F. Rigid metallic conduit hubs shall be liquid-tight type with threaded female body, with sealing ring on conduit side and threaded male tapered steel body with hardened steel locknut on box side. Plastic jacketed hubs shall have 40 mils PVC coating. Such fittings shall be T&B, Crouse Hinds, or equal. G. Chase nipples, reducers, enlargers, "Ericksons", capped ells, short ells, long ells, split couplings and fittings shall be hot dipped galvanized malleable iron threaded type for use with rigid metallic conduit. H. Rigid metallic conduit bodies shall be cast metal type with threaded hubs, gasketed cast metal covers with stainless steel screws. All such conduit bodies shall be Crouse-Hinds Form 7 Condulets, Appleton Form 35 Unilets, or equal. Liquid-tight flexible conduit fittings shall consist of hot-dipped galvanized steel body with captive grounding ferrule and sealing ring, and compression nut. Connector body shall have nylon insulated throat. Pull-out resistance of each completed connector shall be at least 12 times U.L. minimum. such fittings shall be T&B Crouse-Hinds, Appleton, or equal. J. Rigid metallic conduit boxes shall be electroplated cast iron, with threaded integrally-cast hubs, cast metal cover, and with stainless steel cover screws. Such boxes shall be Crouse-Hinds "Condulets", Appleton "Unilets", or equal. Plastic jacketed type shall have 40 mils minimum coating of PVC. K. Cadmium plated devices and hardware shall not be acceptable. L. All exterior conduit bodies, cast boxes, and similar enclosures shall require gasketed covers. M. Underground conduit shall be run at a minimum depth of 24" to top of grade elevation and encased in 2500 PSI steel reinforced red concrete with a minimum of 3" concrete coverage on all sides. Conduit banks shall be spaced properly to allow concrete penetration between conduits. Only long radius elbows shall be used. N. The horizontal runs of underground conduit shall be schedule 40 PVC. O. Where vertical risers are needed, the vertical portion, including the ell shall be long radius, RIGID ALUMINUM conduit. Red concrete shall envelope the riser to a minimum height of 12" above grade and the top shall be sloped to drain moisture. Sonotube forms may be used. P. Provide lithium based lubricant between steel and aluminum conduit. 41* E?IC pg. 10 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS Q. No conduit fittings, other than couplings and PVC-to-rigid adapters, shall be installed underground. R. Contractor shall probe at locations where underground obstruction may exist to determine location before using trenching equipment. To prevent damage, hand excavation shall be used as necessary. S. All exposed conduit shall be supported with two hole hot dipped galvanized steel conduit clamps. One hole clamps shall not be acceptable. 900.05 - WIRING A. WIRE 1. Wire: All wire shall be soft drawn, annealed copper wire with a conductivity of not less than 98 percent of that of pure copper. Each wire shall be continuous without weld, splice or joint throughout the length. It shall be uniform in cross-section, free from flaws, scales and other imperfections. All wire shall carry Underwriters' laboratory label. 2. Insulation for Power and Control Circuitry in underground conduits shall be 75/90°C rated THHN/THWN RHH/RHW/USE, except as specifically noted otherwise. 3. Insulation for Power and Control Circuitry in above grade installations shall be 75°C rated THHN/THWN, except as specifically noted otherwise. 4. Acceptable Manufacturers: 1. The following manufacturers are acceptable suppliers. The first named manufacturer shall be the standard of quality and manufacture required. Okonite General Electric Cablec 5. Execution a. All wiring systems shall be installed in conduit unless otherwise shown on the drawings or specified herein. b. All wire shall be identified by surface marking indicating voltage, insulation, temperature rating, and manufacturer and U/L approval. c. A color scheme for an easy identification of circuit conductors shall be predetermined and adopted for each wiring system. All wiring shall be marked with wire markers. The color schemes shall be as follows: 120/240 Volts-Phase A- Red 480 Volts-Phase A-Purple 120/240 Volts-Phase B - Black 480 volts-Phase B -Yellow E?IC pg. 11 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 120/240 Volts-Phase C - Brown 480 Volts-Phase C - Blue Neutral - White Neutral - White marker Ground - Green Ground - Green d. Grounding conductor shall be green insulated, or bare when so specified. e. Branch circuit wiring shall be run continuous from outlet to outlet. f. Mains, feeders and risers shall be run the entire length without joints or splices. g. No wire or cable shown on the drawings or described by the specifications shall be pulled until the entire conduit system between terminal points for the wire or cable has been completed. Each conduit run should be swabbed prior to pulling conductors to insure there are no obstructions in conduit system that might damage conductors. Wire and cable shall not be allowed to be exposed or remain exposed to the weather. h. Immediately after wire or cable has been pulled into a conduit, all conduit filling covers, seal covers, equipment and junction box covers shall be put into place and tightened to prevent entry of moisture, dirt, etc. Each individual wire color shall be consistent throughout the entire length of its circuit. For connections to electrical equipment, all stranded cable shall be equipped with cable lugs of the mechanical solderless type. All wire and cable entering panelboards, wireways, motor control centers, etc., shall be neatly grouped, formed, and laced with cord or nylon tie-wraps to provide a neat and orderly appearance. All lighting panel circuits shall be permanently marked on panel door. 6. The Contractor shall meet all conductor identification requirements of the National Electrical Code and shall provide feeder/circuit identification as follows: a. At termination points of all power feeder/subfeeder wiring where identification is not apparent without tracing the wire beyond the enclosure in which it terminates. b. At termination points of all control wiring utilizing wire numbering defined on the drawings or specified by the Engineer. c. Neutrals and equipment grounding conductors shall be identified as specified above. d. At junction boxes or pull boxes through which feeders, sub-feeders, or control EPiC pg. 12 �(1 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS wires pass whether spliced at such locations or not. e. At any other locations deemed necessary by the Engineer. Wording or numbering used shall be readily identifiable by personnel unfamiliar with the installation but who may possess copies of the construction drawings for reference. B. Factory pigmented insulation color for sizes #6 and smaller for power wiring shall be as follows: 1. 150V-to ground, or less: Phase Color A Red B Black C Blue Grounding Conductor Green Grounded Conductor White 2. Greater than 150V-to-ground: Phase Color A Brown B Purple C Yellow Grounding Conductor Green Grounded Conductor Grey C. Bare conductors for grounding purposes shall be hard-drawn stranded copper. Wire Size: No wire smaller than No. 12 AWG shall be used, except as herein specified or noted on the drawings, all wire shall be stranded. Control wiring may be No. 14 AWG Stranded Copper. D. Instrumentation hook-up wire shall be 600V. U.L. rated #16 AWG tinned copper stranded (19X29) with 32 mil polyethylene insulated, twisted pair or triad with aluminum-polyester shield and #18 AWG stranded tinned copper drain wire and a 32 mil chrome vinyl jacket. The wire shall be Belden 8719 for 2/C and Belden 8618 for 3/C or equal by Dekoron. Other types may be noted on the Contract Drawings. E. Connectors 1. Mechanical connectors shall be bolted pressure type with tin-plated bronze body and tin-plated silicon-bronze hardware. pg. 13 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 2. Insulated spring wire connectors shall be plated spring steel with thermoplastic jacket. Connectors shall be rated at 105°C continuous. Such connectors shall be 3M, Ideal, T&B, or equal. 3. Insulated set-screw connectors shall consist of copper body with flame-retardant, 600V. Class insulated shell. Such connectors shall be ideal, T & B, 3M, or equal. 4. Terminal connectors for flat-head terminal screws shall be locking spade type with vinyl insulated, compression indent shaft, T&B, Ideal, Amp, or equal. 5. Terminal strips shall be channel-mounted type with tin-plated solderless box lugs contained with barriered nylon-insulated separable barriers. Such devices shall be Square D, Cutler-Hammer, Allen Bradley, or equal. 6. Connections: Branch circuit joints or splices shall be made electrically and mechanically secure with nylon insulated pressure connectors. Connectors normally furnished with motor controllers, panels, etc., may be used for feeder terminations. Other feeder connectors shall be bolted, wedge type, or compression type. F. Insulating Products 1. General purpose electrical tape shall be 7 mil thick stretchable vinyl plastic, pressure-adhesive type; Plymouth "Slipknot Grey", 3M "Scotch #33, or equal. 2. Insulation putty shall be rubber-based, non-vulcanizing, elastic-type putty in tape form; Plymouth #2074, 3M "Scotchfill", or equal. 3. High Temperature, insulating void filling, moisture-proof tape shall be stretchable ethylene propylene rubber with high-tack, self fusing surfaces. Tape shall be rated for 90° C continuous, 130° C overload. such tape shall be Plymouth "Plysafe", 3M Scotch 23", or equal. 4. High temperature protective tape shall be rated 180° C continuous, Indoor/outdoor and shall be cured, self-fusing silicone rubber. Such tape shall be Plymouth "Plysil", 3M "Scotch 70", or equal. 5. Arc and fire-proofing tape shall be oil and water resistant, heat resistant, fabric reinforced; Plymouth "Plyarc#3318", 3M "Scotch 7700", or equal. G. Labels, Nameplates, and Signs 1. Numbered wire marking labels shall be adhesive backed cloth type for dry locations and self laminating plastic type for damp or wet locations. Such labels shall be T & B, Amp Brady or equal. Field installed terminal points shall be neatly marked with the correct work number using waterproof ink. Pencil marking is not acceptable. All active terminals will be marked. 2. Write-on labels shall be weather resistant polyester with flat surface for marking pen EPIC, pg. 14 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS application of usage. 3. Colored bonding tape shall be 5 mil stretchable vinyl, self-adhesive, and with permanent solid colors corresponding to herein before specified wire colors; Plymouth "Slipknot 45", 3M "Scotch 35", or equal. 4. Micarta nameplates shall be 3/32" inch thick, lengths as required to accommodate lettering, and in 3/4" and 1-1/4" widths. Each plate shall have adhesive backing with pull-apart resistance of at least 100 psi or attached with stainless steel screws suitable for permanent installation. Plates shall be laminated type with black background and white letters. Engraved plastic nameplates are to be installed on panelboards, control devices, and disconnect switches. Nameplates are to bear the item number (and descriptive name where applicable) of the equipment. See nameplate schedule. 5. Signs shall be similar to nameplates in 4. above with the size, type, and wording as indicated on the contract drawings. H. Supporting Devices 1. Slotted channel supports and framing members shall be cold rolled steel. Finish for inside, dry location in finished areas (such as offices) shall be factory painted with backed-on enamel. Finish for outside and damp or wet locations shall be hot dipped galvanized after fabrication. Size of slotted channels unless otherwise indicated, shall be 1-5/8" x 1-5/8" in cross-section. Furnish Unistrut P-1000, Elcen Figure 600, or equal. Special purpose slotted channel support shall be furnished as indicated. 2. Hanger rods shall be hot dipped-galvanized and shall be all-thread type, 3/8" minimum diameter. 3. Beam clamps, side-beam connectors, and one-hole clamps shall be hot-dipped galvanized malleable iron, and shall be Steel City, T&B, or Gedney. Plastic coated types shall have 40 mils, minimum PVC covering. 4. Pressed steel, two-piece single bolt, slotted channel conduit straps shall be electro-galvanized and shall be of the same manufacturer as the slotted channel. Plastic coated types shall have 40 mils, minimum PVC covering and hardware shall be stainless steel. 5. Single rod-hung "J" conduit clamps shall be adjustable type with hot dipped galvanized finish and shall be Unistrut J-1200 series, Elcen figure 90, or equal. 6. Indoor, dry-location slotted channel hardware (nuts, bolts, washers, etc.) shall have hot-dipped-galvanized finish. Outdoor, wet location slotted channel hardware shall be stainless steel. O E?ic og 15 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 7. Stainless steel hardware shall be AISI Type 316. 8. Concrete and masonry anchors shall be stainless steel type equal to Hilti brand. 900.11 - MISCELLANEOUS A. Grounding Devices 1. Ground rods shall be copper clad steel in lengths and diameters as indicated. 2. Ground rod connectors shall be copper alloy with silicon bronze bolts and in sizes to fit ground rod diameters. Furnish OZ, Burndy, or equal. 3. Pipe ground connectors shall be copper alloy with silicon bronze bolts and in sizes to fit pipe diameter. Furnish OZ, Burndy, or equal. 4. Thermal welding devices shall consist of correct size molds to fit application and correct amount of weld metal. Furnish Enrico "Cadweld", Burndy "Thermoweld", or equal. 5. The grounding system shall be installed in accordance with the latest edition of the National Electrical Code. 6. Except as otherwise noted on the drawings all underground connections shall be made using a "Cadweld" connector. After the connection is made, coat all exposed copper surfaces with a bitumastic coating. 7. All conduits, panels, cabinets, transformers, motors, junction boxes, and other electrical equipment shall be permanently and securely connected to the grounding system as shown on the drawings and/or specified herein. 8. Conduit system shall not be used for ground path. Motors and other electrical equipment shall be grounded with a separate ground wire run in their power conduit. Wire shall be single conductor stranded copper with green insulation and shall be attached to the equipment frame with Burndy type "GB" connectors. 9. Grounding connections shall be of an approved type with high copper alloy bodies and silicon bronze bolts, nuts and lockwashers. 10. After completion of the grounding system, the resistance of the grounding network to earth shall be measured and recorded by the ECC. Measurements shall be made using the 3-probe method. Resistance shall not exceed 5 OHMS (unless otherwise noted on the drawings) or else additional ground rods shall be installed and additional tests performed to achieve 5 OHMS ground resistance. 11. All new electrical equipment and other specific structures shown on the drawings shall be effectively grounded. Specific requirements are shown on the grounding pg. 16 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS drawings. B. All necessary tests and adjustments for the proper operation of the electrical system shall be performed by the Contractor with instruments furnished by him for this purpose. The tests shall be witnessed and approved in writing by the Owner's representative. 1. LOW VOLTAGE WIRING TEST (600V) When the low voltage wiring (600V) has been pulled in and before tying into circuit breakers, etc., tests shall be made on all conductors. The ECC shall test each conductor to ground and between conductors on each conduit run with a 1000V DC "Megger". Insulation shall show a resistance reading of 150 megohms or higher. Any conductor(s) in a conduit that shows a significantly lower resistance than the other conductors in the same conduit must be thoroughly checked and replaced by the Contractor if the fault is within the conduit. Any cable which fails under operating conditions and which was damaged by the Contractor shall be replaced at his own expense. Megger transformer windings for grounds and moisture accumulation per manufacturer's recommendations. Where evidence of moisture accumulation is found, the equipment must be dried and retested before being placed in operation. Check all control switches, alarm and shutdown devices, indicating lights, and annunciators for proper operations by simulation. Circuit breakers, switches, relays, and other equipment shall be checked for loose connections (both mechanical and electrical) and to see that contacts and working parts are correctly aligned and free from dust and foreign matter. After installation, the system shall be functionally tested by the ECC to insure proper operation. The test shall include, but not be limited to: - Megger(TM) test of control wiring and power circuits at 1000 VDC. Calibration of all overcurrent and overload circuits to operate within the manufacturer's published specifications Phasing and phase rotation test to insure all power circuits are wired properly. - Functional test of all panels to assure that each function operates as intended. At the conclusion of the testing work, furnish original test reports and six copies to the Engineer for approval. All testing and verification shall be witnessed by the Engineer, as the Owners' EPIC pg. 17 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS representative, at the Owner's option. C. The Contractor shall be responsible to make a thorough check for wiring accuracy, correct adjustments, etc. and shall perform operational tests of all motors, lights, and all other electrical devices. All such equipment shall operate to the satisfaction of the Owner's Representative at completion of the work. At this time the Engineer shall be furnished a set of integrated system/control diagrams showing the actual terminations used in the installation of all electrical equipment. The Contractor shall perform complete systems tests and checkout on all areas of work to assure that all systems are complete and functional. This work shall include equipment, which has been furnished by others for installation by the Contractor, as well as equipment furnished and installed by the Contractor. All construction and installation shall be inspected for completeness by the Owner's inspector prior to submission for acceptance. Owner shall provide a punch list of deficiencies, which the Contractor shall correct before final acceptance of construction is issued. The Contractor shall submit each installation to the appropriate field inspector for acceptance. Inspector approval shall be required for each item. D. CLEANUP AND MATERIAL DISPOSITION The Contractor shall completely clean the area of all scrap material, boxes, crating material, etc., and shall dispose of it at an area designated by the Owner's Representative. E. AS BUILT DRAWINGS The Contractor shall maintain and protect at the job site a separate set of white prints of the electrical and instrument contract drawings for the sole purpose of recording with colored pencil "as-built" changes and diagrams of those portions of the work in which actual construction is significantly at variance with the contract drawings. At the conclusion of the project, an additional set of such record prints shall be prepared and both sets delivered to the Engineer. Release of retainage shall be conditional upon acceptance of as-built drawings. 900.13 - INSTALLATION A. Basic Materials and Methods 1. Install the conduit system to provide the facility with the utmost degree of reliability and maintenance free operation. Kinked conduit, conduit inadequately supported or carelessly installed shall not be accepted. 2. Raceways shall be installed for all wiring runs except as otherwise indicated. EPIC pg. 18 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 3. Conduit sizes, where not indicated, shall be code-sized to accommodate the number and diameter of wires to be pulled into the conduit. Use NEC tables for sizing. 4. Exposed runs of conduit shall be installed parallel to the lines of the structure. 5. All conduit and fittings in the buildings shall be EMT concealed in finished areas or as noted otherwise on the drawings. Duct banks shall be concrete encased schedule 40 PVC conduit, with vertical portion including ell to be hot-dipped galvanized rigid steel conduit. 6. PVC runs shall be joined with manufacturer's approved cement. 7. Finished installation of conduit runs from each terminus to each terminus shall be watertight. 8. Generally, raceways shall be installed exposed on the structures and in the buildings except as otherwise specified. Horizontal runs shall be supported on 24" centers and vertical runs on 48" centers. 9. Conduit runs in finished areas within building shall be installed concealed within the structure, except as otherwise specified. Electric Metal Tubing (EMT) and fittings including stamped steel boxes shall be allowed to be installed concealed in walls and above the ceiling in finished areas of the proposed buildings only. 10. Yard runs of conduit shall be concrete encased schedule 40 PVC duct installed below grade except where up-turns to structures and equipment is made. The up- turn shall be made with hot-dipped galvanized rigid steel conduit 90 degree long radius elbow. Depth of lateral runs shall be 24" minimum and 36" maximum, unless otherwise indicated. Coordinate installation with site work finished grades. Duct bank depths shall be as indicated on the drawings. 11. Conduit runs under building floor slabs and in pipe chases shall be concrete encased schedule 40 PVC conduit. 12. Conduit runs that enter an enclosure without penetrating the sheet metal, such as bottom entry into motor control centers, shall be equipped with grounding bushings. 13. Conduit bodies such as "LB, "T", Condulets, Unilets, or equal shall be installed in exposed runs of conduit wherever required to overcome obstructions, and to provide pulling access to wiring. Covers for such fittings shall be accessible and unobstructed by the adjacent construction. 14. Conduit shall enter all wireways, boxes, motor control centers, panelboards and other enclosures straight and true. conduits installed cocked and not parallel to the lines of the enclosure shall not be acceptable. pg. 19 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 15. Conduit entrances into equipment shall be carefully planned. cutting away of enclosure structure, torching out braces, and removal of enclosure channels and sills shall not be accepted. 16. Use approved hole cutting tool for entrances into sheet metal enclosures. Use of cutting torch or incorrect tool shall not be accepted. 17. Install expansion or expansion/deflection fittings where conduit runs across an expansion joint within the concrete or where conduit runs cross an expansion joint and the runs are rigidly attached to the structure. 18. Plastic jacketed flexible metallic or non-metallic conduit shall be used for connections to motors, solenoids, pressure switches, electric valve operators, unit heaters, motorized louvers, torque switch devices, flowmeters limit switches, lay-in lighting fixtures, and other devices that may need to be removed for servicing. 19. Flex runs shall be joined with specified flex connectors and these connectors shall be made up tightly onto its connected devices. All plastic jacketed flexible conduit connections shall be watertight. 20. Cap each end of conduits as soon as placed to prevent mud, dirt, debris, and water from entering raceways. Each run shall be swabbed clean prior to wire pulling. 21. All junction and pull boxes shall be equipped with blank covers. 22. All boxes shall be installed with their axes parallel to the lines of the building structure. 23. All conductors shall be the size as indicated and where no size is given, the conductor size shall be#12 AWG, unless otherwise specified. 24. Generally, control wiring shall be #14 AWG. 25. All wiring shall be installed in raceways unless otherwise indicated. 26. All power and control wiring shall be made with insulated, stranded copper wire. 27. No wire or cable shall be drawn into a conduit until all work of a nature, which may cause injury, is completed. A cable pulling compound shall be used as a lubricant and its composition shall not affect the conductor or its insulation. 28. Do not exceed cable manufacturer's recommended pulling tensions. 29. Service and feeder wiring runs shall be made from terminus to terminus without splice. 30. Branch circuits shall run from supply to load without splice except where taps and splices are required for receptacle, light fixture, and small appliance loads. E C pg. 20 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 31. Taps, splices, and connections in #8 AWG and larger shall be made with tinned copper alloy bolted pressure connectors. Make up connection tightly to produce as low a resistance as if the conductor where continuous. Such connectors shall be insulated with a smooth cover of void-filling insulation putty and then covered with at least four (4) half lapped layers of electrical tape. Insulated connector shall have at least 1.5 kV insulation value. 32. Except as otherwise specified; taps, splices, and connections with #10 AWG and smaller shall be made with insulated spring wire connectors. Such connectors in damp or wet locations shall be further insulated with an envelope of half-lapped EPR over the wire nut and down 2" over the incoming wires; prior to applying the envelope, use a stretched piece around each wire to fill the interstices between the wires; finished splices shall be waterproof. 33. Specified sizes of wire shall be installed with factory-pigmented colors. Phase label black pigmented wires with colored banding tape as specified. Install labels at each terminus. 34. Numbered marking labels shall be installed to identify circuit numbers from panel boards and to identify control wires. Install labels inside each panelboard, junction and pullbox, and device and control connection. 35. Label each wiring run with write-on waterproof labels inside each motor control center, switchboard, pullbox and handhole. Wrap label ties around wire group at conduit entrance and write on label the wire size, conduit size, and service. 36. Control wiring that terminates on to flat head type terminals shall be equipped with crimp-type spade lugs. Label each wire with number to correspond with terminal strip number. 37. All wiring inside enclosures shall be neatly trained and laced with tie-wraps. 38. All raceway systems, outlets, boxes, wireways, cabinets, enclosures, lighting fixtures, transformers, and related equipment shall be adequately and safely supported with at least 3-1 safety factor. 39. Slotted channels shall be used to support equipment that is mounted free of structure. Use factory fabricated back-to-back hot-dipped galvanized members 3- 1/4" deep that have welded feet. 40. Runs of exposed conduits shall be installed as follows: a. Single surface runs shall be attached to the structure by means of conduit clamps, except as otherwise specified. Single runs along structural members shall be supported by means of side beam clamps, or similar supporting devices. EPIC p6. 21 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS b. Multiple surface runs shall be attached to the structure by means of slotted channels. Each conduit shall be attached to the slotted channel by means of two-piece conduit clamps. 41. Rod hangers shall be hot dipped, galvanized all thread, 3/8" minimum diameter steel type. Paint each rod hanger and its tap support with undercoat and one finish coat of galvanized type paint. 42. Rod hangers shall be attached to the structure with appropriate hanger such as concrete insert, beam clamp, ceiling flange, or side beam connector. 43. Slotted channels that are field cut shall have raw edges painted with cold galvanized coating spray paint. B. Equipment 1. Motor control centers and panelboards shall be installed as follows: a. Follow manufacturer's installation instructions. Set line-ups in place and shim level. Bolt rails to concrete with 1/2" diameter stainless steel bolts set in expansion anchors. b. Bottom conduits entries into cubicles shall be carefully arranged and set in manufacturer's allotted openings. Each conduit terminus shall be equipped with insulating bushing. c. Top conduit entries into cubicles shall enter to correct section to minimize cross-wiring. Each conduit entry shall be equipped with bushing. d. All cables inside enclosures shall be neatly arranged and bundled and bound with plastic tie-wraps. 900.14 - DRAWINGS AND SUBMITTALS A. Submit shop drawings for the following: 1. Wire 2. Conduit-all types 3. Motor Control Centers 4. Light Fixtures 5. Safety Switches 6. Unit Heaters E?IG pg. 22 ITEM 900 - ELECTRICAL BASIC MATERIAL AND METHODS 7. Pilot Devices 8. Panelboards 9. Transformers 10. Enclosures 11. Terminal Blocks B. Submit catalog literature of each item of material specified. 900.15 - WORKING DRAWINGS FOR APPROVAL Prior to furnishing any material or equipment or performing related work, the Contractor shall submit six (6) sets of detail drawings and related data required by the governing specification. Working or shop drawings for equipment and materials shall be dated, and shall show on the label the Project, the equipment or materials, and the location. Within thirty (30) days after award of contract the Contractor shall submit to the Engineer control schematic drawings covering operational, protective, communication and annunciator wiring. 900.16 - ELECTRICAL CONSTRUCTION CONTRACTOR (ECC) QUALIFICATIONS To be considered an acceptable ECC contractor to the Owner, the proposed ECC shall provide documentation of the personnel working on this project with experience, training and skill to provide a practical working system. The Contractor will be required to furnish acceptable evidence to the Owner of having installed not less than three systems of size and type comparable to this project. The systems must have served satisfactorily for not less than 3 years. The ECC superintendent must have had experience in installing not less than three such systems. EPIC pg. 23 SECTION xi ^ AIA Document A310TM - 2010 Bid Bond CONTRACTOR: SURETY: (Name, legal status and address) (Name, legal status and principal place of business) This document has important legal consequences.Consultation with OWNER: an attorney is encouraged with (Name, legal status and address) respect to its completion or modification. Any singular reference to Contractor,Surety,Owner or BOND AMOUNT: other party shall be considered plural where applicable. PROJECT: (Name,location or address,and Project number, if any) The Contractor and Surety are bound to the Owner in the amount set forth above, for the payment of which the Contractor and Surety bind themselves,their heirs,executors,administrators,successors and assigns,jointly and severally,as provided herein.The conditions of this Bond are such that if the Owner accepts the bid of the Contractor within the time specified in the bid documents,or within such time period as may he agreed to by the Owner and Contractor,and the Contractor either(I)enters into a contract with the Owner in accordance with the terms of such bid,and gives such bond or bonds as may be specified in the bidding or Contract Documents,with.a surety admitted in the jurisdiction of the Project and otherwise acceptable to the Owner,for the faithful performance of such Contract and for the prompt payment of labor and material furnished in the prosecution thereof;or(2)pays to the Owner the difference,not to exceed the amount of this Bond,between the amount specified in said bid and such larger amount for which the Owner may in good faith contract with another party to perform the work covered by said bid,.then this obligation shall he null and void,otherwise to remain in full force and effect.The Surety hereby waives any notice of an agreement between the Owner and Contractor to extend the time in which the Owner may accept the bid. Waiver of notice by the Surety shall not apply to any extension exceeding sixty(60)days in the aggregate beyond the time for acceptance of bids specified in the bid documents,and the Owner and Contractor shall obtain the Surety's consent for an extension beyond sixty(60)days. If this Bond is issued in connection with a subcontractor's bid to a Contractor,the term Contractor in this Bond shall be deemed to be Subcontractor and the term Owner shall be deemed to be Contractor. When this Bond has been furnished to comply with a statutory or other legal requirement in the location of the Project, any provision in this Bond conflicting with said statutory or legal requirement shall be deemed deleted herefrom and provisions conforming to such statutory or other legal requirement shall he deemed incorporated herein.When so furnished,the intent is that this Bond shall be construed as a statutory bond and not as a common law bond. Signed and sealed this day of ------------ (Contractor as Principal) (Seal) (Witness) (Title) (Surety) (Seal) (Witness) (Title) CAUTION:You should sign an original AIA Contract Document,on which this text appears in RED.An original assures that changes will not be obscured. MA Document A310""—2010(rev.1012010).Copyright m 1963,1970 and 2010 by The American institute of Architects.All rights reserved. init WARNING:This AlA"Document is protected by U.S.Copyright Law and International Treaties.Unauthorized reproduction or distribution of this Ale'Document,or any portion of it,may result in severe civil and criminal penalties,and will be prosecuted to the maximum extent possible under the law.Purchasers are permitted to reproduce ten(10)copies of this document when completed To report copyright violations of AIA Contract Documents,e-mail The American Institute of Architects'legal counsel,copyright©aia.org. Ac"awmnto SECTION CONFLICT OF INTEREST QUESTIONNAIRE FORM CIO For vendor doing business with local governmental entity This questionnaire reflects changes made to the law by H.B.23,84th Leg., Regular Session. OFFiCE USE ONLY This questionnaire is being filed in accordance with Chapter 1-76.Local Government Code.by a vendor who has a business relationship as defined by Section 175.00it1-aj with a local governmental encrj and the Date=tacaved vendor meets requirements under Section 176 006(4 Ey tag this questionnaire must be filet with the records administrator of the local goverrvmental entity not later than the 7th business day altar the dale the vendor becomes aware of facts that require the statement to be filed. See Section 176.0061:a-11, Local Government Code. A vendor commits an offense if the vendor knowingly violates Section 176.G06.Local Government Code.Pi, offense under this section is a misdemeanor. LI Name of vendor who has a business relationship with local governmental entity. 1 1 Check this box if you are filing an update to a previously filed questionnaire.(The law requires that yoc file an updated completed questionnaire with the appropriate tillrg authority rot later than the 7th business day alter the date on which you became aware that the originally filed questionnaire was incomplete or inaccurate.) 3I Name of local government officer about whom the information is being disclosed. • Name of Officer .J Describe each employment or other business relationship with the local government officer,or a family member of the officer:as described by Section 176.003(a)(2)(A). Also describe any family re►ationship with the local government officer. Complete subparts A and B for each employment or business relationship described.Attach additional pages to this Form CIO as necessary. A. Is the local government officer or a family member of the officer receiving or likely to recetre taxable income. other than i vesment income.from the vendor? Li Yes 1 , he F. Is the vendor receiving or likely to receive'axable income,other than investment income.from or at the dir ct.cn of the local ggov.errinent officer or a farniry member of the ofticer AND the taxable income s not received train the local covernrental entity? 1Yes E1No Describe each employment or business relationship that the vendor named in Section 1 maintains with a corporation or other business entity with respect to which the local government officer serves as an officer or director.or holds an ownership interest of one percent or more. ( I Check this box if the vendor has given the boat government officer or a family member ci the aff;cer one or more gifts I as described in Section t 75.003(a;i2i(B), excluding gifts described in Section 175 003ia-1t. or vend,;d m1 business witr,the governmer,tar enaty Ii Datel Form provided by Texas Ethics Commission w.v,ethics.state.tx.us Revised 111302015 CONFLICT OF INTEREST QUESTIONNAIRE For vendor doing business with local governmental entity Acomplete copy of Chapter 176 of the Local Government Code may be found at http://www.statutes.legis.state.tx.us/ Docs/LGlhtm/LG.176.htm.For easy reference,below are some of the sections cited on this form. Local Government Code§176.001(1-a):"Business relationship"means a connection between two or more parties based on commercial activity of one of the parties. The term does not include a connection based on: (A) a transaction that is subject to rate or fee regulation by a federal,state,or local governmental entity or an agency of a federal,state..or local governmental entity: (B) a transaction conducted at a price and subject to terms available to the public;or (C) a purchase or lease of goods or services from a person that is chartered by a state or federal agency and that is subject to regular examination by.and reporting to,that agency. Local Government Code§176.003(a)(2)(A)and(B): (a) A local government officer shall file a conflicts disclosure statement with respect to a vendor if: (2) the vendor: (A) has an employment or other business relationship with the local government officer or a family member of the officer that results in the officer or family member receiving taxable income, other than investment income, that exceeds$2,500 during the 12-month period preceding the date that the officer becomes aware that (i) a contract between the local governmental entity and vendor has been executed; or (ii) the local governmental entity is considering entering into a contract with the vendor; (B) has given to the local government officer or a family member of the officer one or more gifts that have an aggregate value of more than$100 in the 12-month period preceding the date the officer becomes aware that: (i) a contract between the local governmental entity and vendo-has been executed;or (ii) the local governmental entity is considering entering into a contract with the vendor. Local Government Code§176.006(a)and(a-1) (a) A vendor shall file a completed conflict of interest questionnaire if the vendor has a business relationship with a local governmental entity and: (1) has an employment or other business relationship with a local government officer of that local governmental entity,or a family member of the officer,described by Section 176.003(a)(2)(A): (2) has given a local government officer of that local governmental entity,or a family member of the officer,one or more gifts with the aggregate value specified by Section 176.003(a)(2)(B),excluding any gift described by Section 176.003(a 1);or (3) has a family relationship with a local government officer of that local governmental entity. (a-1) The completed conflict of interest questionnaire must be filed with the appropriate records administrator not later than the seventh business day after the later of: (1) the date that the vendor: (A) begins discussions or negotiations to enter into a contract with the local governmental entity:or (B) submits to the local governmental entity an application,response to a request for proposals or bids, correspondence, or another writing related to a potential contract with the local governmental entity;or (2) the date the vendor becomes aware: (A) of an employment or other business relationship with a local government officer,or a family member of the officer,described by Subsection(a); (B) that the vendor has given one or more gifts described by Subsection(a);or (C) of a family relationship with a local government officer. Form provided by Texas Ethics Commission www ethics state.tx.us Revised 11130!2015 SECTION Document A312TM - 2010 ! ATA Payment Bond CONTRACTOR: SURETY: (Name, legal status and address) (Name, legal.status and principal place business) This document has important legal consequences.Consultation with an attorney is encouraged with OWNER: respect to its completion or (Name, legal s7utus and ucklress) modification. Any singular reference to Contractor,Surety,Owner or other party shall be considered CONSTRUCTION CONTRACT plural where applicable Date: Amount: Description: (Nance and luc•cttiun) BOND Date: (Neu earlier than('onsnttc(Inn C'unmet Date) Amount: Modifications to this Bond: 0 None 0 See Section 18 CONTRACTOR AS PRINCIPAL SURETY Company: (Corporate Seal) Company: (Conporcue Seal) Signature: Signature: Name Name and Title: and Title: (Any additional signatures appear on the last page((I'this Payment Bond) (/01? INFORMATION ONLY Name, address and iclephone) AGENT or BROKER: OWNER'S REPRESENTATIVE: (Architect. Engineer ur other party:l Init. AIA Document A312""—2010 Payment Bond.Copyright s7 2010 by The American Institute of Architects.All rights reserved.WARNING:This AlA Document is protected by U.S.Copyright Law and International Treaties.Unauthorized reproduction or distribution of this AlAt Document,or any portion of it.may result in severe civil and criminal penalties,and will be prosecuted to the maximum extent possible under the law.To report copyright violations of AlA Contract Documents,e-mail'he American Institute of Architects'legal counsel.copyright/pale org. 0n i 1 i0 §1 The Contractor and Surety.jointly and severally,bind themselves.their heirs,executors,administrators,successors and assigns to the Owner to pay for labor,materials and equipment furnished for use in the performance of the Construction Contract,which is incorporated herein by retcrence,subject to the following terms. §2 If the Contractor promptly makes payment of all sums due to Claimants,and defends,indemnities and holds harmless the Owner from claims,demands, liens or suits by any person or entity seeking payment for labor,materials or equipment furnished for use in the performance of the Construction Contract.then the Surety and the Contractor shall have no obligation under this Bond. §3 If there is no Owner Default tinder the Construction Contract,the Surety's obligation to the Owner under this Bond shall arise after the Owner has promptly notified the Contractor and the Surety(at the address described in Section 13) of claims,demands, liens or suits against the Owner or the Owner's property by any person or entity seeking payment for labor,materials or equipment furnished for use in the performance of the Construction Contract and tendered defense of such claims,demands,liens or suits to the Contractor and the Surety. §4 When the Owner has satisfied the conditions in Section 3.the Surety shall promptly and at the Surety's expense defend,indemnify and hold harmless the Owner against a duly tendered claim,demand,lien or suit. §5 The Surety's obligations to a Claimant under this Bond shall arise after the following: §5.1 Claimants,who do not have a direct contract with the Contractor, .1 have furnished a written notice of non-payment to the Contractor,stating with substantial accuracy the amount claimed and the name of the party to whom the materials were,or equipment was. furnished or supplied or for whom the labor was done or performed.within ninety(90)days after having last performed labor or last furnished materials or equipment included in the Claim;and .2 have sent a Claim to the Surety(at the address described in Section 13). §5.2 Claimants,who arc employed by or have a direct contract with the Contractor,have sent a Claim to the Surety(at the address described in Section 13). §6!fa notice of non-payment required by Section 5.1.1 is given by the Owner to the Contractor,that is sufficient to satisfy a Claimant's obligation to furnish a written notice of non-payment under Section 5.1.1. §7 When a Claimant has satisfied the conditions of Sections 5.1 or 5.2,whichever is applicable,the Surety shall promptly and at the Surety's expense take the following actions: §7.1 Send an answer to the Claimant,with a copy to the Owner.within sixty(60)days after receipt ol'the Claim. stating the amounts that are undisputed and the basis for challenging any amounts that are disputed:and §7.2 Pay or an•une,e for payment of any undisputed amounts. §7.3 The Surety's failure to discharge its obligations tinder Section 7.1 or Section 7.2 shall not be deemed to constitute a waiver of defenses the Surety or Contractor may have or acquire as to a Claim,except as to undisputed amounts for which the Surety and Claimant have reached agreement. If,however,the Surety fails to discharge its obligations under Section 7.1 or Section 7 2,the Surety shall indemnify the Claimant for the reasonable attorney's fees the Claimant incurs thereafter to recover any sums found to he due and owing to the Claimant. §8 The Surety's total obligation shall not exceed the amount of this Bond,plus the amount of reasonable attorney's fees provided under Section 7.3,and the amount of this Bond shall be credited for any payments made in good faith by the Surety. §9 Amounts owed by the Owner to the Contractor under the Construction Contract shall be used for the performance of the Construction Contract and to satisfy claims,if any,under any construction performance bond. By the Contractor furnishing and the Owner accepting this Bond,they agree that all funds earned by the Contractor in the performance of the Construction Contract are dedicated to satisfy obligations of the Contractor and Surety under this Bond,subject to the Owner's priority to use the funds for the completion of the work. init. AA Document A312'"-2010 Payment Bond.Copyright Ci 2010 by The American institute of Architects.All rights reserved.WARNING:This Ale Document is protected by U.S.Copyright Law and International Treaties.Unauthorized reproduction or distribution of this Ale Document,or 2 any portion of it,may result in severe civil and criminal penalties,and wilt be prosecuted to the maximum extent possible under the law.To report copyright violations of AIA Contract Documents.a-mad The American Institute of Architects'legal counsel.copyright©aia.org §10 The Surety shall not he liable to the Owner,Claimants or others for obligations of the Contractor that are unrelated to the Construction Contract.l'he Owner shall not be liable for the payment orally costs or expenses of any Claimant under this Bond,and shall have under this Bond no obligation to make payments to.or give notice on behalf of,Claimants or otherwise have any obligations to Claimants under this Bond. §11 The Surety hereby waives notice of any change.including changes of time,to the Construction Contract or to related subcontracts,purchase orders and other obligations. §12 No suit or action shall he commenced by a Claimant under this Bond other than in a court of competent jurisdiction in the state in which the project that is the subject of the Construction Contract is located or after the expiration of one year from the date(1)on which the Claimant sent a Claim to the Surety pursuant to Section 5.1.2 or 5.2,or(2)on which the last labor or service was performed by anyone or the last materials or equipment were furnished by anyone under the Construction Contract,whichever of(1)or(2)first occurs. if the provisions of this Paragraph are void or prohibited by law,the minimum period of limitation available to sureties as a defense in the jurisdiction of the suit shall be applicable. §13 Notice and Claims to the Surety,the Owner or the Contractor shall be mailed or delivered to the address shown on the page on which their signature appears. Actual receipt of notice or Claims,however accomplished,shall be sufficient compliance as ol'the date received. §14 When this Bond has been furnished to comply with a statutory or other legal requirement in the location where the construction was to he performed.any provision in this Bond conflicting with said statutory or legal requirement shall he deemed deleted herefrom and provisions conforming to such statutory or other legal requirement shall he deemed incorporated herein. When so furnished,the intent is that this Bond shall be construed as a statutory bond and not as a common law bond. §15 Upon request by any person or entity appearing to he a potential beneficiary of this Bond.the Contractor and Owner shall promptly furnish a copy of'this Bond or shall permit a copy to be made. §16 Definitions §16.1 Claim. A written statement by the Claimant including at a minimum: .1 the name of the Claimant; .2 the name of the person for whom the labor was done,or materials or equipment furnished; .3 a copy of the agreement or purchase order pursuant to which labor,materials or equipment was furnished for use in the performance of the Construction Contract; .4 a brief description ot'the labor,materials or equipment furnished; .5 the date on which the Claimant last performed labor or last furnished materials or equipment Fur use in the performance of the Construction Contract; .6 the total amount earned by the Claimant for labor,materials or equipment furnished as of the date of the Claim; .7 the total amount of previous payments received by the Claimant;and .8 the total amount due and unpaid to the Claimant for labor,materials or equipment furnished as of the date of the Claim. §16.2 Claimant.An individual or entity having a direct contract with the Contractor or with a subcontractor of the Contractor to furnish labor,materials or equipment tier use in the performance of the Construction Contract.The term Claimant also includes any individual or entity that has rightfully asserted a claim under an applicable mechanic's lien or similar statute against the real property upon which the Project is located.The intent of this Bond shall he to include without limitation in the terms"labor,materials or equipment"that part of water.gas.power, light,heat,oil, gasoline,telephone service or rental equipment used in the Construction Contract,architectural and engineering services required for performance ot'the work of the Contractor and the Contractor's subcontractors,and all other items for which a mechanic's lien may he asserted in the jurisdiction where the labor,materials or equipment were furnished. §16.3 Construction Contract.The agreement between the Owner and Contractor identified on the cover page. including all Contract iocuments and all changes made to the agreement and the Contract Documents. unit AIA Document A312""—2010 Payment Bond.Copyright t 2010 by The American institute of Architects.Alf rights reserved.WARNING:This AIA' Document is protected by U.S.Copyright Law and International Treaties.Unauthorized reproduction or distnbution of this AIA"Document,or 3 any portion of It,may result in severe civil and criminal penalties,and will be prosecuted to the maximum extent possible under the law.To report copyright violations of AIA Contract Documents,e-mail The American institute of Architects'legal counsel,copyright@ata.org §16.4 Owner Default.Failure of the Owner,which has not been remedied or waived,to pay the Contractor as required under the Construction Contract or to perform and complete or comply with the other material terms of the Construction Contract. §16.5 Contract Documents.All the documents that comprise the agreement between the Owner and Contractor. §17 If this Bond is issued for an agreement between a Contractor and subcontractor,the term Contractor in this Bond shall be deemed to be Subcontractor and the term Owner shall he deemed to be Contractor. §18 Modifications to this bond arc as follows: (.Source is provided helots fi r culditianal signatures o/'udded parties, other than those appearing on the cover page.) CONTRACTOR AS PRINCIPAL SURETY Company: (('orporate Seal) Company: (C'rtrlroruteSeal) Signature: Signature: Name and Title: Name and Title: Address Address AM Document A312""-2010 Payment Bond.Copyright s'v 2010 by The American Institute of Architects.All rights reserved.WARNING:This AIAI' Init. Document is protected by U.S.Copyright Law and International Treaties.Unauthorized reproduction or distribution of this AIA°Document,or 4 any portion of it,may result in severe civil and criminal penalties,and will be prosecuted to the maximum extent possible under the law.To t report copyright violations of AIA Contract Documents,e-mail The American Institute of Architects'legal counsel.copyright@aia.org SECTION ACCoRE) CERTIFICATE OF LIABILITY INSURANCE DATE (MM(DDIWYY) THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: PHONE FAX(A/C, (A/C,No,Eat)' I N21; E-MAIL ADDRESS: INSURERS)AFFORDING COVERAGE NAIL X INSURER A: INSURED INSURER B: INSURER C: INSURER D INSURER E INSURER F: • COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR; ADM SUER POUCYEFF POLICYEXP LTR: TYPE OF INSURANCE INsR NIVD POUCYNUMBER (MMIDOIYYYY) (MAXDDJYYYY) LIMITS I GENERAL UABIUTY EACH OCCURRENCE S DAMAGE TO COMMERCIAL GENERAL LIABILITY PREMISES(EaEoccurrence) S CLAIMS-MADE I I OCCUR MED EXP(Any one person) S PERSONAL&ADV INJURY S GENERAL AGGREGATE S GEML AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGGPRO- S POLICY JECT LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT (Ea accident) ANY AUTO BODILY INJURY(Per person) S ALL OWNED I SCHEDULE BODILY INJURY(Per accident) S AUTOS I D AUTOS HIRED AUTOS NON-0WNED PROPERTY DAMAGE AUTOS (Per accident) S UMBRELLALIAB _ OCCUR EACH OCCURRENCE S EXCESSUAB CLAIMS-MADE AGGREGATE S DED RETENTION S S WORKERS COMPENSATION WC STATU- OTH- AND EMPLOYERS'LIABILITY YIN TORY LIMITS ER ANY PROPRIETOR/PARTNER/EXECUTNE N/A E.L.EACH ACCIDENT S OFFICER/MEMBER EXCLUDED? (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE S If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT S • DESCRIPTION OF OPERATIONS r LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,if more space is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD SECTION ti Document A312TM - 2010 Performance Bond CONTRACTOR: SURETY: (:Yana, legal s/atrrs and address) (Name, legal status and principal place of business) This document has important legal consequences.Consultation with OWNER: an attorney is encouraged with (Name,legal stains and address) modect to its completion or modfication. Any singular reference to Contractor,Surety,Owner or other party shall be considered CONSTRUCTION CONTRACT plural where applicable. Amount: Description: (Nance and location) BOND lime (Not ecrrher than Construction Contract Date) Amount: Modifications to this Bond: 0 None 0 See Section 16 CONTRACTOR AS PRINCIPAL SURETY Company: (Corporate Seal) Company: (C'urporerle Seal) Signature: Signature: Name Name and Title: and Title: (Any additional signatures appear on the last page of this Peilarmanc e Bond) (FOR INFORMATION ONLY- Name, address and telephone) AGENT or BROKER: OWNER'S REPRESENTATIVE: (Architect. Engineer or other party:) AIA Document A312r"—2010 Performance Bond.Copyright®2010 by The American Institute of Architects.All rights reserved.WARNING:This Init. Ale Document is protected by U.S.Copyright Law and International Treaties.Unauthorized reproduction or distribution of this AIA'Document, 1 or any portion of it,may result in severe civil and criminal penalties,and will be prosecuted to the maximum extent possible under the law.To report copyright violations of AIA Contract Documents,e-mail The American Institute of Architects'legal counsel•copyrghtlaia org. mina ry §1 The Contractor and Surety,jointly and severally,bind themselves,their heirs,executors,administrators,successors and assigns to the Owner for the performance of the Construction Contract,which is incorporated herein by reference. §2 lithe Contractor performs the Construction Contract,the Surety and the Contractor shall have no obligation under this Bond,except when applicable to participate in a conference as provided in Section 3. §3 I l'there is no Owner Default under the Construction Contract,the Surety's obligation under this Bond shall arise after .1 the Owner first provides notice to the Contractor and the Surety that the Owner is considering declaring a Contractor Default.Such notice shall indicate whether the Owner is requesting a conference among the Owner,Contractor and Surety to discuss the Contractor's performance. It'the Owner does not request a conference,the Surety may,within five(5)business days after receipt of the Owner's notice, request such a conference. If the Surety timely requests a conference,the Owner shall attend. Unless the Owner agrees otherwise,any conference requested under this Section 3.1 shall be held within ten (10)business days of the Surety's receipt of the Owner's notice. lithe Owner,the Contractor and the Surety agree,the Contractor shall be allowed a reasonable time to perform the Construction Contract, but such an agreement shall not waive the Owner's right,if any,subsequently to declare a Contractor Default; .2 the Owner declares a Contractor Default,terminates the Construction Contract and notifies the Surety; and .3 the Owner has agreed to pay the Balance of the Contract Price in accordance with the terms of the Construction Contract to the Surety or to a contractor selected to perform the Construction Contract. §4 Failure on the part of the Owner to comply with the notice requirement in Section 3.1 shall not constitute a failure to comply with a condition precedent to the Surety's obligations,or release the Surety from its obligations,except to the extent the Surety demonstrates actual prejudice. §5 When the Owner has satisfied the conditions of Section 3.the Surety shall promptly and at the Surety's expense take one of the following actions: §5.1 Arrange for the Contractor.with the consent of the Owner,to perform and complete the Construction Contract: §5.2 Undertake to perform and complete the Construction Contract itself,through its agents or independent contractors; §5.3 Obtain bids or negotiated proposals from qualified contractors acceptable to the Owner for a contract for performance and completion of the Construction Contract,arrange for a contract to be prepared for execution by the Owner and a contractor selected with the Owner's concurrence,to he secured with performance and payment bonds executed by a qualified surety equivalent to the bonds issued on the Construction Contract,and pay to the Owner the amount of damages as described in Section 7 in excess of the Balance ol'the Contract Price incurred by the Owner as a result of the Contractor Default;or §5.4 Waive its right to perform and complete,arrant for completion,or obtain a new contractor and with reasonable promptness under the circumstances: .1 After investigation,determine the amount for which it may be liable to the Owner and,as soon as practicable after the amount is determined, make payment to the Owner;or 2 Deny liability in whole or in part and notify the Owner,citing the reasons for denial. §6 II'the Surety does not proceed as provided in Section 5 with reasonable promptness,the Surety shall he deemed to be in default on this Bond seven days after receipt of an additional written notice from the Owner to the Surety demanding that the Surety perform its obligations under this Bond,and the Owner shall he entitled to enforce any remedy available to the Owner. lithe Surety proceeds as provided in Section 5.4,and the Owner refuses the payment or the Surety has denied liability,in whole or in part,without further notice the Owner shall be entitled to enforce any remedy available to the Owner. MA Document A312'"*--2010 Performance Bond.Copyright©2010 by The American Institute of Architects.All rights reserved.WARNING:This Init. Ale Document is protected by U.S.Copyright Law and International Treaties.Unauthorized reproduction or distribution of this AlA''Document. 2 or any portion of it,may result in severe civil and criminal penalties,and will be prosecuted to the maximum extent possible under the law.To report copyright violations of AIA Contract Documents,e-mail The American Institute of Architects'legal counsel.copynghtfgaia.crg §7 If the Surety elects to act under Section 5.1,52 or 5,3,then the responsibilities of the Surety to the Owner shall not be greater than those of the Contractor under the Construction Contract,and the responsibilities of the Owner to the Surety shall not he greater than those atilt:Owner under the Construction Contract.Subject to the commitment by the Owner to pay the Balance of the Contract Price,the Surety is obligated,without duplication, for .1 the responsibilities of the Contractor for correction of defective work and completion of the Construction Contract; .2 additional legal,design professional and delay costs resulting from the Contractor's Default,and resulting from the actions or failure to act of the Surety under Section 5;and .3 liquidated damages,or if no liquidated damages are specified in the Construction Contract,actual damages caused by delayed performance or non-perlimrmance of the Contractor. §8 If the Surety elects to act under Section 5.1,5.3 or 5.4.the Surety's liability is limited to the amount of this Bond. §9 The Surety shall not be liable to the Owner or others for obligations of the Contractor that are unrelated to the Construction Contract,and the Balance of the Contract Price shall not be reduced or set off on account of any such unrelated obligations.No right of action shall accrue on this Bond to any person or entity other than the Owner or its heirs,executors,administrators,successors and assigns. §10 The Surety hereby waives notice of any change,including changes of time,to the Construction Contract or to related subcontracts,purchase orders and other obligations. §11 Any proceeding, legal or equitable,under this Bond may be instituted in any court of competent jurisdiction in the location in which the work or part of the work is located and shall be instituted within two years alter a declaration of Contractor Default or within two years after the Contractor ceased working or within two years after the Surety refuses or fails to perform its obligations under this Bond,whichever occurs first. If the provisions of this Paragraph are void or prohibited by law,the minimum period of limitation available to sureties as a defense in the jurisdiction of the suit shall be applicable. §12 Notice to the Surety.the Owner or the Contractor shall be mailed or delivered to the address shown on the page on which their signature appears. §13 When this Bond has been furnished to comply with a statutory or other legal requirement in the location where the construction was to be performed,any provision in this Bond conflicting with said statutory or legal requirement shall be deemed deleted herefrotn and provisions conforming to such statutory or othcr legal requirement shall he deemed incorporated herein. When so furnished,the intent is that this Bond shall he construed as a statutory bond and not as a common law bond. §14 Definitions §14.1 Balance of the Contract Price.The total amount payable by the Owner to the Contractor under the Construction Contract after all proper adjustments have been made,including allowance to the Contractor of any amounts received or to be received by the Owner in settlement of insurance or other claims for damages to which the Contractor is entitled,reduced by all valid and proper payments made to or on behalf of the Contractor under the Construction Contract. §14.2 Construction Contract.The agreement between the Owner and Contractor identified on the cover page, including all Contract Documents and changes made to the agreement and the Contract Documents. §14.3 Contractor Default.Failure of the Contractor,which has not been remedied or waived,to perform or otherwise to comply with a material term of the Construction Contract. §14.4 Owner Default.Failure of the Owner,which has not been remedied or waived,to pay the Contractor as required under the Construction Contract or to pertbrm and complete or comply with the other material terms of the Construction Contract. §14.5 Contract Documents.All the documents that comprise the agreement between the Owner and Contractor. §15 if this Bond is issued for an agreement between a Contractor and subcontractor,the term Contractor in this Bond :hall be deemed to be Subcontractor and the term Owner shall be deemed to be Contractor. AIA Document A3124"—2010 Performance Bond.Copyright cd 2010 by The American Institute of Architects.All rights reserved.WARNING:This Init. AlA'Document Is protected by U.S.Copyright Law and International Treaties.Unauthorized reproduction or distribution of this Ale Document, 3 or any portion of it,may result in severe civil and criminal penalties,and will be prosecuted to the maximum extent possible under the law To report copyright violations of AIA Contract Documents,e-mail The American Institute of Architects'legal counsel,copyright©eia.org §16 Modifications to this bond arc as follows: (Space is provided below/in additional signatures n/uc/clerl panties, oilier than those appearing on the cover page.) CONTRACTOR AS PRINCIPAL SURETY Company: (('arporale Seal) Company: (('orporute Soul) Signature: Signature: Name and Title Name and Title: Address Address tnit AlA Document A312TM'—2010 Performance Bond.Copyright)2010 by The American Institute of Architects.All rights reserved.WARNING'This AIA'Document is protected by U.S.Copyright Law and international Treaties.Unauthorized reproduction or distribution of this AIA'Document. 4 or any portion of it,may result in severe civil and criminal penalties,anc will be prosecuted to the maximum extent possible under the law.To report copyright violations of AIA Contract Documents.e•mad The American institute of Architects'legal counsel.copynght(aia.org SECTION House Bill 89 Verification I, �1I l } ��� (Person name), the undersigned representative (hereafter referred to as "Representative") of -5 S 1C (3U ) c bC. CCM (company or business name, hereafter referred to as "Business Entity"), being an adult over the age of eighteen (18) years of age, after being duly sworn by the undersigned notary, do hereby depose and affirm the following: 1. That Representative is authorized to execute this verification on behalf of Business Entity; 2. That Business Entity does not boycott Israel and will not boycott Israel during the term of any contract that will be entered into between Business Entity and the City of Port Arthur; and 3. That Representative understands that the term "boycott Israel" is defined by Texas Government Code Section 2270.001 to mean refusing to deal with, terminating business activities with, or otherwise taking any action that is intended to penalize, inflict economic harm on, or limit commercial relations specifically with Israel, or with a person or entity doing business in Israel or in an Israeli-controlled territory, but does not include an action made for ordinary business purposes. SIGNATURE OF REPRESENTATIVE .ia Bo CRkn Arvn SWORN TO 2 II B ARE ME, the undersigned authority, on this �►�.'i� , ® �,a" °o, CABBIE EVE VINCENT 4 r `^ Notary ID#128455139 N My CApfti om 1 Expires I (132 4 ��S� 13,2D24 Notary Public SECTION L NON-COLLUSION AFFIDAVIT CITY OF PORT ARTHUR § § STATE OF TEXAS By the signature below, the signatory for the bidder certifies that neither he nor the firm, • corporation, partnership or institution represented by the signatory or anyone acting for the firm bidding this project has violated the antitrust laws of this State, codified at Section 15.01, et seq., Texas Business and Commerce Code, or the Federal antitrust laws, nor communicated directly or indirectly the bid made to any competitor or any other person engaged in the same line of business, nor has the signatory or anyone acting for the firm, corporation or institution submitting a bid committed any other act of collusion related to the development and submission of this bid proposal. Signature: Printed Name: �(� Title: \' •. • Company: l' _�LA Date: NS! r� lai 1. r\ SCRIBED and sworn to before me the under i rze authority by the .Irist ' t, on behalf of said bidder. } Notary ( Oft_ . ublic in and for the State of Texas ! ,*a V#4, CARRIE EYE VINCENT ! _l Notary ID ff128955139 My commission expires: 1\1 �2� 4 ',��e My Commission April 13, Expires i SECTION AFFIDAVIT All pages in Offeror's Responses containing statements, letters, etc.. shall be signed by a duly authorized officer of the company whose signature is binding. The and signed offers and agrees to one of the following: I hereby certify that I do not have outstanding debts with the City of Pon Arthur. I further agree to pay.succeeding debts as they become due. l hereby certify that I do have outstanding debts with the City of Port Arthur and agree to pay said debts prior to execution of this agreement. I further agree to pay succeeding debts as they become due. I hereby certify that I do have outstanding debts with the City of Port Arthur and agree to enter into. an agreement for the payment of said debts. I further agree to pay succeeding debts as they become due. Ot L _C1-� I 41L..c _ Etb9 A( . /Ca- I Firm Name Datem A thorized Signature Title --VCI\C_Y _, ELCU--VM LkCq -:1 C)17--(11SIR Name(please print) Telephone Email STATE: I, COUNTY: NO V2---J SUBSCRIBED AND SWORgnfore ntc by the abo ed l 1-0 . on this the 6 day of ile0C-ni3 �i •. 40 i a ,� CARRIEID/t1 EVE VINCENT + Notary 2B955139 I Nota 'Public ,,,,,1114J..,I My Commission Expires 4 rot April 13,2024 RE (.2 N PHIS AFFIDAVIT�lS PART OF THE BID PROPOSAL SECTION SB 252 • CHAPTER 2252 CERTIFICATION I, `"\ i \_r ti-/ --) the undersigned and representative of 25DD l �C�nis L.�c ' Lt-e, C �-- fr• —��v5 �`-� 6"'� (Company of Business Name) being an adult over the age of eighteen (18) years of age,pursuant to Texas Government Code, Chapter 2252,Section 2252.152 and Section 252.153,certify that the company named above is not Listed on the website of the Comptroller of the State of Texas concerning the listing of companies that are identified under Section 806.051,Section 807.051 or Section 2253.153. I further certify that should the above-named company enter into a contract that is on said listing of companies on the website of the Comptroller of the State of Texas which do business with Iran,Sudan or any Foreign Terrorist Organization,I will immediately notify the City of Port Arthur Purchasing Department. Lfr\CC nCte/ r in Name of Company Representative(Print) • ignature of Comp epresentative 3, ,a,\ Da to r SECTION 0 WAIVER AND INDEMNIFICATION Each Proposer I Offeror must sign this waiver and indemnification clause to be considered for evaluation. By submitting a proposal, each Proposer agrees to waive any claim it has, or may have, against the Owner,the Architect/Engineer,and their respective employees, arising out of or in any way connected with the administration, evaluation or recommendation of any proposal; requirements under the contract documents;acceptance or rejection of any proposals; and award of any contract. This waiver is to be construed as broadly as possible and includes any and all causes of action the Proposer may now have,or that may arise in the future,that relate to the proposal process or the award of a contract, against the Owner and or Architect/Engineer for their actian(s), or Inaction(s)including, but not limited to, causes of action for negligence,sole negligence,intentional tort, violation of a state or federal statute,violation of the state or federal constitution, injunctive relief, quo warranto proceeding, declaratory judgement and any other request for relief, whether at law or in equity. If a claim is brought against the Owner and/or Architect/Engineer by Proposer or anyone else as a result of Proposer's proposal, Proposer agrees to indemnify Owner and/or Architect/Engineer for any and all money damages, attorney's fees, cost of suit, or any claim for damages that are measured in dollars and cents. Further, Proposer agrees to indemnify and pay all expenses incurred in defending such litigation, including but not limited to, attorney's fees, cost of court, expert witness fees and expenses, hourly cost of Owner's and/or Architect's/Engineer's employee's time spent on the suit,whether directly or indirectly related to the litigation, and any cost or expense incurred by, directly or indirectly, Owner and/or the Architect/Engineer as long as such cost can be measured in dollars and cents. This paragraph is intended by the parties to meet the "Express Negligence Rule"as set out in the Texas Supreme Court opinion of Ethyl Corp. v. Daniel Construction Co., 725 SW2d 705 (Tex. 19a7). The parties to this contract stipulate that the consideration for this paragraph is sufficient and confess its adequacy herein. The undersigned represents that.this Proposal is made in good faith,without fraud,collusion or connection of any k;nri with any other Offsro"of the same work, that they are ccmpecng in trieir own interest and in their own behalf,without connection or obl gallon to any undisclosed person;that no other person has any interest in regard to all conditions pertaining to the proposal and in regard to the place where it is to be submitted. that they have made their own examination of the request for proposal and from it have made this proposal,k 4L B � — �-LEirm Name= J' L� + Date: _ sl, . 21 ` �i V" Address < r1 �.-% � C-,�� -�'lL ( ) ' f �` ,i LI4) legal Signature: / % t (..\ i ---) ercu_n \ . Type/Print Name and Position with Offeror: